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EXHIBIT 10.14
BLDG: Westport 4
OWNER: 90
PROP: 904
UNIT: 1
TENANT: 90401
LEASE AGREEMENT
THIS LEASE, made this 26th day of May, 1998 between WESTPORT JOINT
VENTURE, a California general partnership, hereinafter called Landlord, and
COSINE COMMUNICATIONS, INC., a California corporation, hereinafter called
Tenant.
WITNESSETH:
Landlord hereby leases to Tenant and Tenant hereby hires and takes from
Landlord those certain premises (the "Premises") outlined in red on Exhibit "A,"
attached hereto and incorporated herein by this reference thereto more
particularly described as follows:
All of that certain 48,384 +/- square foot, two-story building
located at 1200 Bridge Parkway, Redwood City, California 94065.
Said Premises is more particularly shown within the area outlined
in Red on Exhibit A attached hereto. The entire parcel, of which
the Premises is a part is shown within the area outlined in Green
on Exhibit A attached. The Premises shall be improved by Landlord
as shown on Exhibit B to be attached hereto, and is leased on an
"as-is" basis, in its present condition, and in the configuration
as shown in Red on Exhibit B to be attached hereto.
As used herein the Complex shall mean and include all of the land outlined in
Green and described in Exhibit "A," attached hereto, and all of the buildings,
common area private roads within the Complex, improvements, fixtures and
equipment now or hereafter situated on said land.
Said letting and hiring is upon and subject to the terms, covenants and
conditions hereinafter set forth and Tenant covenants as a material part of the
consideration for this Lease to perform and observe each and all of said terms,
covenants and conditions. This Lease is made upon the conditions of such
performance and observance.
1. USE Tenant shall use the Premises only in conformance with applicable
governmental laws, regulations, rules and ordinances for the purpose of general
office, light manufacturing, research and development, and storage and other
uses necessary for Tenant to conduct Tenant's business, provided that such uses
shall be in accordance with all applicable governmental laws and ordinances, and
for no other purpose. Tenant shall not do or permit to be done in or about the
Premises or the Complex nor bring or keep or permit to be brought or kept in or
about the Premises or the Complex anything which is prohibited by or will in any
way increase the existing rate of (or otherwise affect) fire or any insurance
covering the Complex or any part thereof, or any of its contents, or will cause
a cancellation of any insurance covering the Complex or any part thereof, or any
of its contents. Tenant shall not do or permit to be done anything in, on or
about the Premises or the Complex which will in any way obstruct or interfere
with the rights of other tenants or occupants of the Complex or injure or annoy
them, or use or allow the Premises to be used for any improper, immoral,
unlawful or objectionable purpose, nor shall Tenant cause, maintain or permit
any nuisance in, on or about the Premises or the Complex. No sale by auction
shall be permitted on the Premises. Tenant shall not place any loads upon the
floors, walls, or ceiling, which endanger the structure, or place any harmful
fluids or other materials in the drainage system of the building, or overload
existing electrical or other mechanical systems. No waste materials or refuse
shall be dumped upon or permitted to remain upon any part of the Premises or
outside of the building in which the Premises are a part, except in trash
containers placed inside exterior enclosures designated by Landlord for that
purpose or inside of the building proper where designated by Landlord. No
materials, supplies, equipment, finished products or semi-finished products, raw
materials or articles of any nature shall be stored upon or permitted to remain
outside the Premises or on any portion of common area of the Complex. No
loudspeaker or other device, system or apparatus which can be heard outside the
Premises shall be used in or at the Premises without the prior written consent
of Landlord. Tenant shall not commit or suffer to be committed any waste in or
upon the Premises. Tenant shall indemnify, defend and hold Landlord harmless
against any loss, expense, damage, attorneys' fees, or liability arising out of
failure of Tenant to comply with any applicable law. Tenant shall comply with
any covenant, condition, or restriction ("CC&R's") affecting the Premises. The
provisions of this paragraph are for the benefit of Landlord only and shall not
be construed to be for the benefit of any tenant or occupant of the Complex.
2. TERM*
A. The term of this Lease shall be for a period of TWELVE (12) years
(unless sooner terminated as hereinafter provided) and, subject to Paragraphs
2(B) and 3, shall commence on the 1st day of August, 1998 and end on the 31st
day of July, 2010.
B. Possession of the Premises shall be deemed tendered and the term of
this Lease shall commence when the first of the following occurs:
(a) One day after a Certificate of Occupancy is granted by the
proper governmental agency, or, if the governmental agency having jurisdiction
over the area in which the Premises are situated does not issue certificates of
occupancy, then the same number of days after certification by Landlord's
architect or contractor that Landlord's construction work has been completed; or
(b) Upon the occupancy of the Premises by any of Tenant's
operating personnel; or
(c) When the Tenant Improvements have been substantially
completed for Tenant's use and occupancy, in accordance and compliance with
Exhibit B of this Lease Agreement; or
(d) As otherwise agreed in writing.
3. POSSESSION If Landlord, for any reason whatsoever, cannot deliver possession
of said premises to Tenant at the commencement of the said term, as hereinbefore
specified, this Lease shall not be void or voidable; no obligation of Tenant
shall be affected thereby; nor shall Landlord or Landlord's agents be liable to
Tenant for any loss or damage resulting therefrom; but in that event the
commencement and termination dates of the Lease, and all other dates affected
thereby shall be revised to conform to the date of Landlord's delivery of
possession, as specified in Paragraph 2(b), above. The above is, however,
subject to the provision that the period of delay, of delivery of the Premises
shall not exceed 90 days from the commencement date herein (except those delays
caused by Acts of God, strikes, war, utilities, governmental bodies, weather,
unavailable materials, and delays beyond Landlord's control shall be excluded in
calculating such period) in which instance Tenant, at its option, may, by
written notice to Landlord, terminate this Lease.
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* It is agreed in the event said Lease commences on a date other than the first
day of the month the term of the Lease will be extended to account for the
number of days in the partial month. The Basic Rent during the resulting partial
month will be pro-rated (for the number of days in the partial month) at the
Basic Rent scheduled for the projected commencement date as shown in Paragraph
43.
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4. RENT
A. Basic Rent. Tenant agrees to pay to Landlord at such place as
Landlord may designate without deduction, offset, prior notice, or demand, and
Landlord agrees to accept as Basic Rent for the leased Premises the total sum of
TWENTY THREE MILLION SEVEN HUNDRED FIFTY FOUR THOUSAND ONE HUNDRED TWENTY FOUR
AND 80/100 ($ 23,754,124.80 ) Dollars in lawful money of the United States of
America, payable as follows:
See Paragraph 43 for Basic Rent Schedule
B. Time for Payment. In the event that the term of this Lease commences
on a date other than the first day of a calendar month, on the date of
commencement of the term hereof Tenant shall pay to Landlord as rent for the
period from such date of commencement to the first day of the next succeeding
calendar month that proportion of the monthly rent hereunder which the number of
days between such date of commencement and the first day of the next succeeding
calendar month bears to thirty (30). In the event that the term of this Lease
for any reason ends on a date other than the last day of a calendar month, on
the first day of the last calendar month of the term hereof Tenant shall pay to
Landlord as rent for the period from said first day of said last calendar month
to and including the last day of the term hereof that proportion of the monthly
rent hereunder which the number of days between said first day of said last
calendar month and the last day of the term hereof bears to thirty (30).
C. Late Charge. Notwithstanding any other provision of this Lease, if
Tenant is in default in the payment of rental as set forth in this Paragraph 4
when due, or any part thereof, Tenant agrees to pay Landlord, in addition to the
delinquent rental due, a late charge for each rental payment in default ten (10)
days. Said late charge shall equal ten (10%) percent of each rental payment so
in default.
D. Additional Rent. Beginning with the commencement date of the term of
this Lease, Tenant shall pay to Landlord in addition to the Basic Rent and as
Additional Rent the following:
(a) Tenant's proportionate share of all Taxes relating to the
Complex as set forth in Paragraph 12, and
(b) Tenant's proportionate share of all insurance premiums relating
to the Complex, as set forth in Paragraph 15, and
(c) Tenant's proportionate share of expenses for the operation,
management, maintenance and repair of the Building (including
common areas of the Building) and Common Areas of the Complex in
which the Premises are located as set forth in Paragraph 7, and
(d) All charges, costs and expenses, which Tenant is required to pay
hereunder, together with all interest and penalties, costs and
expenses including attorneys' fees and legal expenses, that may
accrue thereto in the event of Tenant's failure to pay such
amounts, and all damages, reasonable costs and expenses which
Landlord may incur by reason of default of Tenant or failure on
Tenant's part to comply with the terms of this Lease. In the
event of nonpayment by Tenant of Additional Rent Landlord shall
have all the rights and remedies with respect thereto as
Landlord has for nonpayment of rent.
The Additional Rent due hereunder shall be paid to Landlord or
Landlord's agent (i) within five days for taxes and insurance and within thirty
days for all other Additional Rent items after presentation of invoice from
Landlord or Landlord's agent setting forth such Additional Rent and/or (ii) at
the option of Landlord, Tenant shall pay to Landlord monthly, in advance,
Tenant's prorata share of an amount estimated by Landlord to be Landlord's
approximate average monthly expenditure for such Additional Rent items, which
estimated amount shall be reconciled within 120 days of the end of each calendar
year or more frequently if Landlord so elects to do so at Landlord's sole and
absolute discretion, as compared to Landlord's actual expenditure for said
Additional Rent items, with Tenant paying to Landlord, upon demand, any amount
of actual expenses expended by Landlord in excess of said estimated amount, or
Landlord crediting to Tenant (providing Tenant is not in default in the
performance of any of the terms, covenants and conditions of this Lease) any
amount of estimated payments made by Tenant in excess of Landlord's actual
expenditures for said Additional Rent items.
The respective obligations of Landlord and Tenant under this paragraph
shall survive the expiration or other termination of the term of this Lease, and
if the term hereof shall expire or shall otherwise terminate on a day other than
the last day of a calendar year, the actual Additional Rent incurred for the
calendar year in which the term hereof expires or otherwise terminates shall be
determined and settled on the basis of the statement of actual Additional Rent
for such calendar year and shall be prorated in the proportion which the number
of days in such calendar year preceding such expiration or termination bears to
365.
See Paragraph 54
E. Fixed Management Fee. Beginning with the Commencement Date of the
Term of this Lease, Tenant shall pay, in addition to the Basic Rent and
Additional Rent, a fixed monthly management fee equal to 3% of the Basic Rent
due for each month during the Lease Term ("Management Fee"). For the period of
August 1, 1998 through July 31, 1999, the Management Fee shall be fixed at
$2,951.42 per month. The Management Fee shall be paid to A&P Property Management
Company at 2560 Mission College Blvd., Suite 101, Santa Clara, CA 95054.
F. Place of Payment of Rent and Additional Rent. All Basic Rent
hereunder and all payments hereunder for Additional Rent shall be paid to
Landlord at the office of Landlord at 2560 Mission College Blvd., Suite 101,
Santa Clara, CA 95054 or to such other person or to such other place as Landlord
may from time to time designate in writing.
G. *Security Deposit. Concurrently with Tenant's execution of this
Lease, Tenant shall deposit with Landlord the sum of FOUR HUNDRED ONE THOUSAND
FIVE HUNDRED EIGHTY SEVEN AND 20/100 ($ 401,587.20 ) Dollars. Said sum shall be
held by Landlord as a Security Deposit for the faithful performance by Tenant of
all of the terms, covenants, and conditions of this Lease to be kept and
performed by Tenant during the term hereof. If Tenant defaults with respect to
any provision of this Lease, including, but not limited to, the provisions
relating to the payment of rent and any of the monetary sums due herewith,
Landlord may (but shall not be required to) use, apply or retain all or any part
of this Security Deposit for the payment of any other amount which Landlord may
spend by reason of Tenant's default or to compensate Landlord for any other loss
or damage which Landlord may suffer by reason of Tenant's default. If any
portion of said Deposit is so used or applied, Tenant shall, within ten (10)
days after written demand therefor, deposit cash with Landlord in the amount
sufficient to restore the Security Deposit to its original amount. Tenant's
failure to do so shall be a material breach of this Lease. Landlord shall not be
required to keep this Security Deposit separate from its general funds, and
Tenant shall not be entitled to interest on such Deposit. If Tenant fully and
faithfully performs every provision of this Lease to be performed by it, the
Security Deposit or any balance thereof shall be returned to Tenant (or at
Landlord's option, to the last assignee of Tenant's interest hereunder) at the
expiration of the Lease term and after Tenant has vacated the Premises. In the
event of termination of Landlord's interest in this Lease, Landlord shall
transfer said Deposit to Landlord's successors in interest whereupon Tenant
agrees to release Landlord from liability for the return of such Deposit or the
accounting therefor.
5. RULES AND REGULATIONS AND COMMON AREA Subject to the terms and conditions of
this Lease and such Rules and Regulations as Landlord may from time to time
prescribe, Tenant and Tenant's employees, invitees and customers shall, in
common with other occupants of the Complex in which the Premises are located,
and their respective employees, invitees and customers, and others entitled to
the use thereof, have the non-exclusive right to use the access roads, parking
areas, and facilities provided and designated by Landlord for the general use
and convenience of the occupants of the Complex in which the Premises are
located, which areas and facilities are referred to herein as "Common Area."
This right shall terminate upon the termination of this Lease. Landlord reserves
the right from time to time to make changes in the shape, size, location, amount
and extent of Common Area. Landlord further reserves the right to promulgate
such reasonable rules and regulations relating to the use of the Common Area,
and any part or parts thereof, as Landlord may deem appropriate for the best
interests of the occupants of the Complex. The Rules and Regulations shall be
binding upon Tenant upon delivery of a copy of them to Tenant, and Tenant shall
abide by them and cooperate in their observance. Such Rules and Regulations may
be amended by Landlord from time to time, with or without advance notice, and
all amendments shall be effective upon delivery of a copy to Tenant. Landlord
shall not be responsible to Tenant for the non-performance by any other tenant
or occupant of the Complex of any of said Rules and Regulations. Landlord shall
operate, manage and maintain the Common Area. The manner in which the Common
Area shall be maintained and the expenditures for such maintenance shall be at
the discretion of Landlord.
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* $200,793.60 Cash due upon Lease execution.
$200.793.60 Promissory Note due August 1, 1999.
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6. PARKING Tenant shall have the right to use with other tenants or occupants of
the Complex 218 parking spaces in the common parking areas of the Complex.
Tenant agrees, that Tenant, Tenant's employees, agents, representatives and/or
invitees shall not use parking spaces in excess of said 218 spaces allocated to
Tenant hereunder. Landlord shall have the right, at Landlord's sole discretion,
to specifically designate the location of Tenant's parking spaces within the
common parking areas of the Complex in the event of a dispute among the tenants
occupying the building and/or Complex referred to herein, in which event Tenant
agrees that Tenant, Tenant's employees, agents, representatives and/or invitees
shall not use any parking spaces other than those parking spaces specifically
designated by Landlord for Tenant's use. Said parking spaces, if specifically
designated by Landlord to Tenant, may be relocated by Landlord at any time, and
from time to time. Landlord reserves the right, at Landlord's sole discretion,
to rescind any specific designation of parking spaces, thereby returning
Tenant's parking spaces to the common parking area. Landlord shall give Tenant
written notice of any change in Tenant's parking spaces. Tenant shall not, at
any time, park, or permit to be parked, any trucks or vehicles adjacent to the
loading areas so as to interfere in any way with the use of such areas, nor
shall Tenant at any time park, or permit the parking of Tenant's trucks or other
vehicles or the trucks and vehicles of Tenant's suppliers or others, in any
portion of the common area not designated by Landlord for such use by Tenant.
Tenant shall not park nor permit to be parked, any inoperative vehicles or
equipment on any portion of the common parking area or other common areas of the
Complex. Tenant agrees to assume responsibility for compliance by its employees
with the parking provision contained herein. If Tenant or its employees park in
other than such designated parking areas, then Landlord may charge Tenant, as an
additional charge, and Tenant agrees to pay, ten ($10.00) Dollars per day for
each day or partial day each such vehicle is parked in any area other than that
designated. Tenant hereby authorizes Landlord at Tenant's sole expense to tow
away from the Complex any vehicle belonging to Tenant or Tenant's employees
parked in violation of these provisions, or to attach violation stickers or
notices to such vehicles. Tenant shall use the parking areas for vehicle parking
only, and shall not use the parking areas for storage.
7. EXPENSES OF OPERATION, MANAGEMENT, AND MAINTENANCE OF THE COMMON AREAS OF THE
COMPLEX As Additional Rent and in accordance with Paragraph 4D of this Lease,
Tenant shall pay to Landlord Tenant's proportionate share (calculated on a
square footage or other equitable basis as calculated by Landlord) of all
expenses of operation, management, maintenance and repair of the Common Areas of
the Complex including, but not limited to, license, permit, and inspection fees;
security; utility charges associated with exterior landscaping and lighting
(including water and sewer charges); all charges incurred in the maintenance and
replacement of landscaped areas, private roads within the Complex and roads with
reciprocal easement areas; lakes, parking lots and paved areas (including
repairs, replacement, resealing and restriping), sidewalks, driveways;
maintenance, repair and replacement of all fixtures and electrical, mechanical,
and plumbing systems; structural elements and exterior surfaces of the
buildings; salaries and employee benefits of personnel and payroll taxes
applicable thereto; supplies, materials, equipment and tools; the cost of
capital expenditures which have the effect of reducing operating expenses,
provided, however, that in the event Landlord makes such capital improvements,
Landlord may amortize its investment in said improvements (together with
interest at the rate of fifteen (15%) percent per annum on the unamortized
balance) as an operating expense in accordance with standard accounting
practices, provided, that such amortization is not at a rate greater than the
anticipated savings in the operating expenses.
"Additional Rent" as used herein shall not include Landlord's debt
repayments; interest on charges; expenses directly or indirectly incurred by
Landlord for the benefit of any other tenant; cost for the installation of
partitioning or any other tenant improvements; cost of attracting tenants;
depreciation; interest, or executive salaries.
8. ACCEPTANCE AND SURRENDER OF PREMISES By entry hereunder, Tenant accepts the
Premises as being in good and sanitary order, condition and repair and accepts
the building and improvements included in the Premises in their present
condition and without representation or warranty by Landlord as to the condition
of such building or as to the use or occupancy which may be made thereof. Any
exceptions to the foregoing must be by written agreement executed by Landlord
and Tenant. Tenant agrees on the last day of the Lease term, or on the sooner
termination of this Lease, to surrender the Premises promptly and peaceably to
Landlord in good condition and repair (damage by Acts of God, fire, normal wear
and tear excepted), with all interior walls painted, or cleaned so that they
appear freshly painted, and repaired and replaced, if damaged; all floors
cleaned and waxed; all carpets cleaned and shampooed; the air conditioning and
heating equipment serviced by a reputable and licensed service firm and in good
operating condition (provided the maintenance of such equipment has been
Tenant's responsibility during the term of this Lease) together with all
alterations, additions, and improvements which may have been made in, to, or on
the Premises (except movable trade fixtures installed at the expense of Tenant)
except that Tenant shall ascertain from Landlord within thirty (30) days before
the end of the term of this Lease whether Landlord desires to have the Premises
or any part or parts thereof restored to their condition and configuration as
when the Premises were delivered to Tenant and if Landlord shall so desire, then
Tenant shall restore said Premises or such part or parts thereof before the end
of this Lease at Tenant's sole cost and expense. Tenant, on or before the end of
the term or sooner termination of this Lease, shall remove all of Tenant's
personal property and trade fixtures from the Premises, and all property not so
removed on or before the end of the term or sooner termination of this Lease
shall be deemed abandoned by Tenant and title to same shall thereupon pass to
Landlord without compensation to Tenant. Landlord may, upon termination of this
Lease, remove all moveable furniture and equipment so abandoned by Tenant, at
Tenant's sole cost, and repair any damage caused by such removal at Tenant's
sole cost. If the Premises be not surrendered at the end of the term or sooner
termination of this Lease, Tenant shall indemnify Landlord against loss or
liability resulting from the delay by Tenant in so surrendering the Premises
including, without limitation, any claims made by any succeeding tenant founded
on such delay. Nothing contained herein shall be construed as an extension of
the term hereof or as a consent of Landlord to any holding over by Tenant. The
voluntary or other surrender of this Lease or the Premises by Tenant or a mutual
cancellation of this Lease shall not work as a merger and, at the option of
Landlord, shall either terminate all or any existing subleases or subtenancies
or operate as an assignment to Landlord of all or any such subleases or
subtenancies.
9. ALTERATIONS AND ADDITIONS Tenant shall not make, or suffer to be made, any
alteration or addition to the Premises, or any part thereof, without the written
consent of Landlord first had and obtained by Tenant, but at the cost of Tenant,
and any addition to, or alteration of, the Premises, except moveable furniture
and trade fixtures, shall at once become a part of the Premises and belong to
Landlord. Landlord reserves the right to approve all contractors and mechanics
proposed by Tenant to make such alterations and additions. Tenant shall retain
title to all moveable furniture and trade fixtures placed in the Premises. All
heating, lighting, electrical, air conditioning, floor to ceiling partitioning,
drapery, carpeting, and floor installations made by Tenant, together with all
property that has become an integral part of the Premises, shall not be deemed
trade fixtures. Tenant agrees that it will not proceed to make such alteration
or additions, without having obtained consent from Landlord to do so, and until
five (5) days from the receipt of such consent, in order that Landlord may post
appropriate notices to avoid any liability to contractors or material suppliers
for payment for Tenant's improvements. Tenant will at all times permit such
notices to be posted and to remain posted until the completion of work. Tenant
shall, if required by Landlord, secure at Tenant's own cost and expense, a
completion and lien indemnity bond, satisfactory to Landlord, for such work.
Tenant further covenants and agrees that any mechanic's lien filed against the
Premises or against the Complex for work claimed to have been done for, or
materials claimed to have been furnished to Tenant, will be discharged by
Tenant, by bond or otherwise, within ten (10) days after the filing thereof, at
the cost and expense of Tenant. Any exceptions to the foregoing must be made in
writing and executed by both Landlord and Tenant. Notwithstanding anything to
the contrary herein, under no circumstances shall Tenant be authorized to
penetrate the soil to a depth that exceeds three and one-half feet from the
uppermost surface of the soil.
10. TENANT MAINTENANCE Tenant shall, at its sole cost and expense, keep and
maintain the Premises (including appurtenances) and every part thereof in a high
standard of maintenance and repair, and in good and sanitary condition. Tenant's
maintenance and repair responsibilities herein referred to include, but are not
limited to, all windows, window frames, plate glass, glazing, truck doors,
plumbing systems (such as water and drain lines, sinks, toilets, faucets,
drains, showers and water fountains), electrical systems (such as panels,
conduits, outlets, lighting fixtures, lamps, bulbs, tubes, ballasts), heating
and air-conditioning systems (such as compressors, fans, air handlers, ducts,
mixing boxes, thermostats, time clocks, boilers, heaters, supply and return
grills), store fronts, roofs, downspouts, all interior improvements within the
premises including but not limited to wall coverings, window coverings, carpet,
floor coverings, partitioning, ceilings, doors (both interior and exterior,
including closing mechanisms, latches, locks, skylights (if any), automatic fire
extinguishing systems, and elevators and all other interior improvements of any
nature whatsoever. Tenant agrees to provide carpet shields under all rolling
chairs or to otherwise be responsible for wear and tear of the carpet caused by
such rolling chairs if such wear and tear exceeds that caused by normal foot
traffic in surrounding areas. Areas of excessive wear shall be replaced at
Tenant's sole expense upon Lease termination. Tenant hereby waives all rights
under, and benefits of, subsection 1 of Section 1932 and Section 1941 and 1942
of the California Civil Code and under any similar law, statute or ordinance now
or hereafter in effect.
11. UTILITIES Tenant shall pay promptly, as the same become due, all charges for
water, gas, electricity, telephone, telex and other electronic communications
service, sewer service, waste pick-up and any other utilities, materials or
services furnished directly to or used by Tenant on or about the Premises during
the term of this Lease, including, without limitation, any temporary or
permanent utility surcharge or other exactions whether or not hereinafter
imposed.
Landlord shall not be liable for and Tenant shall not be entitled to any
abatement or reduction of rent by reason of any interruption or failure of
utility services to the Premises when such interruption or failure is caused by
accident, breakage, repair, strikes, lockouts, or other labor disturbances or
labor disputes of any nature, or by any other cause, similar or dissimilar,
beyond the reasonable control of Landlord.
12. TAXES A. As Additional Rent and in accordance with Paragraph 4D of this
Lease, Tenant shall pay to Landlord Tenant's proportionate share of all Real
Property Taxes, which prorata share shall be allocated to the leased Premises by
square footage or other equitable basis, as calculated by Landlord. The term
"Real Property Taxes," as used herein, shall mean (i) all taxes, assessments,
levies and other charges of any kind or nature whatsoever, general and special,
foreseen and unforeseen (including all installments of principal and interest
required to pay any general or special assessments for public improvements and
any increases resulting from reassessments caused by
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any change in ownership of the Complex) now or hereafter imposed by any
governmental or quasi-governmental authority or special district having the
direct or indirect power to tax or levy assessments, which are levied or
assessed against, or with respect to the value, occupancy or use of, all or any
portion of the Complex (as now constructed or as may at any time hereafter be
constructed, altered, or otherwise changed) or Landlord's interest therein; any
improvements located within the Complex (regardless of ownership); the fixtures,
equipment and other property of Landlord, real or personal, that are an integral
part of and located in the Complex; or parking areas, public utilities, or
energy within the Complex; (ii) all charges, levies or fees imposed by reason of
environmental regulation or other governmental control of the Complex; and (iii)
all costs and fees (including attorneys' fees) incurred by Landlord in
contesting any Real Property Tax and in negotiating with public authorities as
to any Real Property Tax. If at any time during the term of this Lease the
taxation or assessment of the Complex prevailing as of the commencement date of
this Lease shall be altered so that in lieu of or in addition to any Real
Property Tax described above there shall be levied, assessed or imposed (whether
by reason of a change in the method of taxation or assessment, creation of a new
tax or charge, or any other cause) an alternate or additional tax or charge (i)
on the value, use or occupancy of the Complex or Landlord's interest therein or
(ii) on or measured by the gross receipts, income or rentals from the Complex,
on Landlord's business of leasing the Complex, or computed in any manner with
respect to the operation of the Complex, then any such tax or charge, however
designated, shall be included within the meaning of the term "Real Property
Taxes" for purposes of this Lease. If any Real Property Tax is based upon
property or rents unrelated to the Complex, then only that part of such real
Property Tax that is fairly allocable to the Complex shall be included within
the meaning of the term "Real Property Taxes." Notwithstanding the foregoing,
the term "Real Property Taxes" shall not include estate, inheritance, gift or
franchise taxes of Landlord or the federal or state net income tax imposed on
Landlord's income from all sources. See Paragraph 56.
B. Taxes on Tenant's Property
(a) Tenant shall be liable for and shall pay ten days before
delinquency, taxes levied against any personal property or trade fixtures placed
by Tenant in or about the Premises. If any such taxes on Tenant's personal
property or trade fixtures are levied against Landlord or Landlord's property or
if the assessed value of the Premises is increased by the inclusion therein of a
value placed upon such personal property or trade fixtures of Tenant and if
Landlord, after written notice to Tenant, pays the taxes based on such increased
assessment, which Landlord shall have the right to do regardless of the validity
thereof, but only under proper protest if requested by Tenant, Tenant shall upon
demand, as the case may be, repay to Landlord the taxes so levied against
Landlord, or the proportion of such taxes resulting from such increase in the
assessment; provided that in any such event Tenant shall have the right, in the
name of Landlord and with Landlord's full cooperation, to bring suit in any
court of competent jurisdiction to recover the amount of any such taxes so paid
under protest, and any amount so recovered shall belong to Tenant.
(b) if the Tenant improvements in the Premises, whether
installed, and/or paid for by Landlord or Tenant and whether or not affixed to
the real property so as to become a part thereof, are assessed for real property
tax purposes at a valuation higher than the valuation at which standard office
improvements in other space in the Complex are assessed, then the real property
taxes and assessments levied against Landlord or the Complex by reason of such
excess assessed valuation shall be deemed to be taxes levied against personal
property of Tenant and shall be governed by the provisions of 12Ba above. If the
records of the County Assessor are available and sufficiently detailed to serve
as a basis for determining whether said Tenant improvements are assessed at a
higher valuation than standard office improvements in other space in the
Complex, such records shall be binding on both the Landlord and the Tenant. If
the records of the County Assessor are not available or sufficiently detailed to
serve as a basis for making said determination, the actual cost of construction
shall be used.
13. LIABILITY INSURANCE Tenant, at Tenant's expense, agrees to keep in force
during the term of this Lease a policy of commercial general liability insurance
with a combined single limit coverage of not less than Two Million Dollars
($2,000,000) per occurrence for injuries to or death of persons occurring in, on
or about the Premises or the Complex, and property damage insurance with limits
of $500,000. The policy or policies affecting such insurance, certificates of
insurance of which shall be furnished to Landlord, shall name Landlord as
additional insureds, and shall insure any liability of Landlord, contingent or
otherwise, as respects acts or omissions of Tenant, its agents, employees or
invitees or otherwise by any conduct or transactions of any of said persons in
or about or concerning the Premises, including any failure of Tenant to observe
or perform any of its obligations hereunder; shall be issued by an insurance
company admitted to transact business in the State of California; and shall
provide that the insurance effected thereby shall not be canceled, except upon
thirty (30) days' prior written notice to Landlord. If, during the term of this
Lease, in the considered opinion of Landlord's Lender, insurance advisor, or
counsel, the amount of insurance described in this paragraph 13 is not adequate,
Tenant agrees to increase said coverage to such reasonable amount as Landlord's
Lender, insurance advisor, or counsel shall deem adequate.
14. TENANT'S PERSONAL PROPERTY INSURANCE AND WORKMAN'S COMPENSATION INSURANCE
Tenant shall maintain a policy or policies of fire and property damage insurance
in "all risk" form with a sprinkler leakage endorsement insuring the personal
property, inventory, trade fixtures, and leasehold improvements within the
leased Premises for the full replacement value thereof. The proceeds from any of
such policies shall be used for the repair or replacement of such items so
insured.
Tenant shall also maintain a policy or policies of workman's
compensation insurance and any other employee benefit insurance sufficient to
comply with all laws.
15. PROPERTY INSURANCE Landlord shall purchase and keep in force and as
Additional Rent and in accordance with Paragraph 4D of this Lease, Tenant shall
pay to Landlord (or Landlord's agent if so directed by Landlord) Tenant's
proportionate share (calculated on a square footage or other equitable basis as
calculated by Landlord) of the deductibles on insurance claims and the cost of
policy or policies of insurance covering loss or damage to the Premises and
Complex in the amount of the full replacement value thereof, providing
protection against those perils included within the classification of "all
risks" insurance and flood and/or earthquake insurance, if available, plus a
policy of rental income insurance in the amount of one hundred (100%) percent of
twelve (12) months Basic Rent, plus sums paid as Additional Rent and any
deductibles related thereto. If such insurance cost is increased due to Tenant's
use of the Premises or the Complex, Tenant agrees to pay to Landlord the full
cost of such increase. Tenant shall have no interest in nor any right to the
proceeds of any insurance procured by Landlord for the Complex.
Landlord and Tenant do each hereby respectively release the other, to
the extent of insurance coverage of the releasing party, from any liability for
loss or damage caused by fire or any of the extended coverage casualties
included in the releasing party's insurance policies, irrespective of the cause
of such fire or casualty; provided, however, that if the insurance policy of
either releasing party prohibits such waiver, then this waiver shall not take
effect until consent to such waiver is obtained. If such waiver is so
prohibited, the insured party affected shall promptly notify the other party
thereof.
16. INDEMNIFICATION Landlord shall not be liable to Tenant and Tenant hereby
waives all claims against Landlord for any injury to or death of any person or
damage to or destruction of property in or about the Premises or the Complex by
or from any cause whatsoever, including, without limitation, gas, fire, oil,
electricity or leakage of any character from the roof, walls, basement or other
portion of the Premises or the Complex but excluding, however, willful
misconduct or negligence of Landlord, its agents, servants, employees, invitees,
or contractors of which negligence Landlord has knowledge and reasonable time to
correct. Except as to injury to persons or damage to property to the extent
arising from the willful misconduct or the negligence of Landlord, its agents,
servants, employees, invitees, or contractors, Tenant shall hold Landlord
harmless from and defend Landlord against any and all expenses, including
reasonable attorneys' fees, in connection therewith, arising out of any injury
to or death of any person or damage to or destruction of property occurring in,
on or about the Premises, or any part thereof, from any cause whatsoever.
17. COMPLIANCE Tenant, at its sole cost and expense, shall promptly comply with
all laws, statutes, ordinances and governmental rules, regulations or
requirements now or hereafter in effect; with the requirements of any board of
fire underwriters or other similar body now or hereafter constituted; and with
any direction or occupancy certificate issued pursuant to law by any public
officer; provided, however, that no such failure shall be deemed a breach of the
provisions if Tenant, immediately upon notification, commences to remedy or
rectify said failure. The judgment of any court of competent jurisdiction or the
admission of Tenant in any action against Tenant, whether Landlord be a party
thereto or not, that Tenant has violated any such law, statute, ordinance or
governmental rule, regulation, requirement, direction or provision, shall be
conclusive of that fact as between Landlord and Tenant. This paragraph shall not
be interpreted as requiring Tenant to make structural changes or improvements,
except to the extent such changes or improvements are required as a result of
Tenant's use of the Premises. Tenant shall, at its sole cost and expense, comply
with any and all requirements pertaining to said Premises, of any insurance
organization or company, necessary for the maintenance of reasonable fire and
public liability insurance covering the Premises.
18. LIENS Tenant shall keep the Premises and the Complex free from any liens
arising out of any work performed, materials furnished or obligation incurred by
Tenant. In the event that Tenant shall not, within ten (10) days following the
imposition of such lien, cause the same to be released of record, Landlord shall
have, in addition to all other remedies provided herein and by law, the right,
but no obligation, to cause the same to be released by such means as it shall
deem proper, including payment of the claim giving rise to such lien. All sums
paid by Landlord for such purpose, and all expenses incurred by it in connection
therewith, shall be payable to Landlord by Tenant on demand with interest at the
prime rate of interest as quoted by the Bank of America.
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19. ASSIGNMENT AND SUBLETTING Tenant shall not assign, transfer, or hypothecate
the leasehold estate under this Lease, or any interest therein, and shall not
sublet the Premises, or any part thereof, or any right or privilege appurtenant
thereto, or suffer any other person or entity to occupy or use the Premises, or
any portion thereof, without, in each case, the prior written consent of
Landlord which consent will not be unreasonably withheld. As a condition for
granting this consent to any assignment, transfer, or subletting, Landlord shall
require Tenant to pay to Landlord, as Additional Rent, all rents and/or
additional consideration due Tenant from its assignees, transferees, or
subtenants in excess of the Rent payable by Tenant to Landlord hereunder for the
assigned, transferred and/or subleased space. Tenant shall, by thirty (30) days
written notice, advise Landlord of its intent to assign or transfer Tenant's
interest in the Lease or sublet the Premises or any portion thereof for any part
of the term hereof. Within thirty (30) days after receipt of said written
notice, Landlord may, in its sole discretion, elect to terminate this Lease as
to the portion of the Premises described in Tenant's notice on the date
specified in Tenant's notice by giving written notice of such election to
terminate. If no such notice to terminate is given to Tenant within said thirty
(30) day period, Tenant may proceed to locate an acceptable sublessee, assignee,
or other transferee for presentment to Landlord for Landlord's approval, all in
accordance with the terms, covenants, and conditions of this paragraph 19. If
Tenant intends to sublet the entire Premises and Landlord elects to terminate
this Lease, this Lease shall be terminated on the date specified in Tenant's
notice. If, however, this Lease shall terminate pursuant to the foregoing with
respect to less than all the Premises, the rent, as defined and reserved
hereinabove shall be adjusted on a pro rata basis to the number of square feet
retained by Tenant, and this Lease as so amended shall continue in full force
and effect. In the event Tenant is allowed to assign, transfer or sublet the
whole or any part of the Premises, with the prior written consent of Landlord,
no assignee, transferee or subtenant shall assign or transfer this Lease, either
in whole or in part, or sublet the whole or any part of the Premises, without
also having obtained the prior written consent of Landlord. A consent of
Landlord to one assignment, transfer, hypothecation, subletting, occupation or
use by any other person shall not release Tenant from any of Tenant's
obligations hereunder or be deemed to be a consent to any subsequent similar or
dissimilar assignment, transfer, hypothecation, subletting, occupation or use by
any other person. Any such assignment, transfer, hypothecation, subletting,
occupation or use without such consent shall be void and shall constitute a
breach of this Lease by Tenant and shall, at the option of Landlord exercised by
written notice to Tenant, terminate this Lease. The leasehold estate under this
Lease shall not, nor shall any interest therein, be assignable for any purpose
by operation of law without the written consent of Landlord. As a condition to
its consent, Landlord shall require Tenant to pay all expenses in connection
with the assignment, and Landlord shall require Tenant's assignee or transferee
(or other assignees or transferees) to assume in writing all of the obligations
under this Lease and for Tenant to remain liable to Landlord under the Lease.
Notwithstanding the above, in no event will Landlord consent to a sub-sublease.
See Paragraph 50.
20. SUBORDINATION AND MORTGAGES In the event Landlord's title or leasehold
interest is now or hereafter encumbered by a deed of trust, upon the interest of
Landlord in the land and buildings in which the demised Premises are located, to
secure a loan from a lender (hereinafter referred to as "Lender") to Landlord,
Tenant shall, at the request of Landlord or Lender, execute in writing an
agreement subordinating its rights under this Lease to the lien of such deed of
trust, or, if so requested, agreeing that the lien of Lender's deed of trust
shall be or remain subject and subordinate to the rights of Tenant under this
Lease. Notwithstanding any such subordination, Tenant's possession under this
Lease shall not be disturbed if Tenant is not in default and so long as Tenant
shall pay all rent and observe and perform all of the provisions set forth in
this Lease. See Paragraph 55.
21. ENTRY BY LANDLORD Landlord reserves, and shall at all reasonable times after
at least 24 hours notice (except in emergencies) have, the right to enter the
Premises to inspect them; to perform any services to be provided by Landlord
hereunder; to submit the Premises to prospective purchasers, mortgagers or
tenants; to post notices of nonresponsibility; and to alter, improve or repair
the Premises and any portion of the Complex, all without abatement of rent; and
may erect scaffolding and other necessary structures in or through the Premises
where reasonably required by the character of the work to be performed;
provided, however that the business of Tenant shall be interfered with to the
least extent that is reasonably practical. For each of the foregoing purposes,
Landlord shall at all times have and retain a key with which to unlock all of
the doors in an emergency in order to obtain entry to the Premises, and any
entry to the Premises obtained by Landlord by any of said means, or otherwise,
shall not under any circumstances be construed or deemed to be a forcible or
unlawful entry into or a detainer of the Premises or an eviction, actual or
constructive, of Tenant from the Premises or any portion thereof. Landlord shall
also have the right at any time to change the arrangement or location of
entrances or passageways, doors and doorways, and corridors, elevators, stairs,
toilets or other public parts of the Complex and to change the name, number or
designation by which the Complex is commonly known, and none of the foregoing
shall be deemed an actual or constructive eviction of Tenant, or shall entitle
Tenant to any reduction of rent hereunder.
22. BANKRUPTCY AND DEFAULT The commencement of a bankruptcy action or
liquidation action or reorganization action or insolvency action or an
assignment of or by Tenant for the benefit of creditors, or any similar action
undertaken by Tenant, or the insolvency of Tenant, shall, at Landlord's option,
constitute a breach of this Lease by Tenant. If the trustee or receiver
appointed to serve during a bankruptcy, liquidation, reorganization, insolvency
or similar action elects to reject Tenant's unexpired Lease, the trustee or
receiver shall notify Landlord in writing of its election within thirty (30)
days after an order for relief in a liquidation action or within thirty (30)
days after the commencement of any action.
Within thirty (30) days after court approval of the assumption of this
Lease, the trustee or receiver shall cure (or provide adequate assurance to the
reasonable satisfaction of Landlord that the trustee or receiver shall cure) any
and all previous defaults under the unexpired Lease and shall compensate
Landlord for all actual pecuniary loss and shall provide adequate assurance of
future performance under said Lease to the reasonable satisfaction of Landlord.
Adequate assurance of future performance, as used herein, includes, but shall
not be limited to: (i) assurance of source and payment of rent, and other
consideration due under this Lease; (ii) assurance that the assumption or
assignment of this Lease will not breach substantially any provision, such as
radius, location, use, or exclusivity provision, in any agreement relating to
the above described Premises.
Nothing contained in this section shall affect the existing right of
Landlord to refuse to accept an assignment upon commencement of or in connection
with a bankruptcy, liquidation, reorganization or insolvency action or an
assignment of Tenant for the benefit of creditors or other similar act. Nothing
contained in this Lease shall be construed as giving or granting or creating an
equity in the demised Premises to Tenant. In no event shall the leasehold estate
under this Lease, or any interest therein, be assigned by voluntary or
involuntary bankruptcy proceeding without the prior written consent of Landlord.
In no event shall this Lease or any rights or privileges hereunder be an asset
of Tenant under any bankruptcy, insolvency or reorganization proceedings.
The failure to perform or honor any covenant, condition or
representation made under this Lease shall constitute a default hereunder by
Tenant upon expiration of the appropriate grace period hereinafter provided.
Tenant shall have a period of five (5) days from the date of written notice from
Landlord within which to cure any default in the payment of rental or adjustment
thereto. Tenant shall have a period of thirty (30) days from the date of written
notice from Landlord within which to cure any other default under this Lease;
provided, however, that if the nature of Tenant's failure is such that more than
thirty (30) days is reasonably required to cure the same, Tenant shall not be in
default so long as Tenant commences performance within such thirty (30) day
period and thereafter prosecutes the same to completion. Upon an uncured default
of this Lease by Tenant, Landlord shall have the following rights and remedies
in addition to any other rights or remedies available to Landlord at law or in
equity:
(a) The rights and remedies provided for by California Civil Code
Section 1951.2, including but not limited to, recovery of the worth at the time
of award of the amount by which the unpaid rent for the balance of the term
after the time of award exceeds the amount of rental loss for the same period
that Tenant proves could be reasonably avoided, as computed pursuant to
subsection (b) of said Section 1951.2. Any proof by Tenant under subparagraph
(2) and (3) of Section 1951.2 of the California Civil Code of the amount of
rental loss that could be reasonably avoided shall be made in the following
manner: Landlord and Tenant shall each select a licensed real estate broker in
the business of renting property of the same type and use as the Premises and in
the same geographic vicinity. Such two real estate brokers shall select a third
licensed real estate broker, and the three licensed real estate brokers so
selected shall determine the amount of the rental loss that could be reasonably
avoided from the balance of the term of this Lease after the time of award. The
decision of the majority of said licensed real estate brokers shall be final and
binding upon the parties hereto.
(b) The rights and remedies provided by California Civil Code
Section which allows Landlord to continue the Lease in effect and to enforce all
of its rights and remedies under this Lease, including the right to recover rent
as it becomes due, for so long as Landlord does not terminate Tenant's right to
possession: acts of maintenance or preservation, efforts to relet the Premises,
or the appointment of a receiver upon Landlord's initiative to protect its
interest under this Lease shall not constitute a termination of Tenant's right
to possession.
(c) The right to terminate this Lease by giving notice to Tenant
in accordance with applicable law.
(d) To the extent permitted by law, the right and power to enter
the Premises and remove therefrom all persons and property, to store such
property in a public warehouse or elsewhere at the cost of and for the account
of Tenant, and to sell such property and apply such proceeds therefrom pursuant
to applicable California Law. Landlord may from time to time sublet the Premises
or any part thereof for such term or terms (which may extend beyond the term of
this Lease) and at such rent and such other terms as Landlord in its sole
discretion may deem advisable, with the right to make alterations and repairs to
the Premises. Upon each subletting, (i) Tenant shall be immediately liable to
pay Landlord, in addition to indebtedness other than rent due hereunder, the
cost of such subletting, including, but not limited to, reasonable attorneys'
fees, and any real estate commissions actually paid, and the cost of such
alterations and repairs incurred by Landlord and the amount, if any, by which
the rent hereunder for the period of such subletting (to the extent such period
does not exceed the term hereof) exceeds the amount to be paid as rent for the
Premises for such period or (ii) at the option of Landlord, rents received from
such subletting shall be applied first to payment of indebtedness other than
rent due hereunder from Tenant to Landlord; second, to the payment of any costs
of such subletting and of such alterations and repairs; third to payment of rent
due and unpaid hereunder; and the residue, if any, shall be held by Landlord and
applied in payment of future rent as the same becomes due hereunder. If Tenant
has been credited with any rent to be received by such subletting under option
(i) and such rent shall not be promptly paid to Landlord by the subtenant(s), or
if such rentals received from such subletting under option (ii) during any month
be less than that to be paid during that month by Tenant hereunder, Tenant shall
pay any such deficiency to Landlord. Such deficiency shall be calculated and
paid monthly. No taking possession of the Premises by Landlord shall be
construed as an election on its part to terminate this Lease unless a written
notice of such
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<PAGE> 6
intention be given to Tenant. Notwithstanding any such subletting without
termination, Landlord may at any time hereafter elect to terminate this Lease
for such previous breach.
(e) The right to have a receiver appointed for Tenant upon
application by Landlord, to take possession of the Premises and to apply any
rental collected from the Premises and to exercise all other rights and remedies
granted to Landlord (except that Tenant may vacate so long as it pays rent,
provides an on-site security guard during normal business hours from Monday
through Friday, and otherwise performs its obligations hereunder) pursuant to
subparagraph (d) above.
23. ABANDONMENT Tenant shall not vacate or abandon the Premises at any time
during the term of this Lease and if Tenant shall abandon, vacate or surrender
said Premises, or be dispossessed by the process of law, or otherwise, any
personal property belonging to Tenant and left on the Premises shall be deemed
to be abandoned, at the option of Landlord, except such property as may be
mortgaged to Landlord.
24. DESTRUCTION In the event the Premises are destroyed in whole or in part from
any cause, except for routine maintenance and repairs and incidental damage and
destruction caused from vandalism and accidents for which Tenant is responsible
for under Paragraph 10, Landlord may, at its option:
(a) Rebuild or restore the Premises to their condition prior to
the damage or destruction, or
(b) Terminate this Lease (providing that the Premises is damaged
to the extent of 33-1/3% of the replacement cost).
If Landlord does not give Tenant notice in writing within thirty (30)
days from the destruction of the Premises of its election to either rebuild and
restore them, or to terminate this Lease, Landlord shall be deemed to have
elected to rebuild or restore them, in which event Landlord agrees, at its
expense, promptly to rebuild or restore the Premises to the condition prior to
the damage or destruction. Tenant shall be entitled to a reduction in rent while
such repair is being made in the proportion that the area of the Premises
rendered untenantable by such damage bears to the total area of the Premises. If
Landlord initially estimates that the rebuilding or restoration will exceed 180
days or if Landlord does not complete the rebuilding or restoration within one
hundred eighty (180) days following the date of destruction (such period of time
to be extended for delays caused by the fault or neglect of Tenant or because of
Acts of God, acts of public agencies, labor disputes, strikes, fires, freight
embargoes, rainy or stormy weather, inability to obtain materials, supplies or
fuels, acts of contractors or subcontractors, or delay of the contractors or
subcontractors due to such causes or other contingencies beyond the control of
Landlord), then Tenant shall have the right to terminate this Lease by giving
fifteen (15) days prior written notice to Landlord. Notwithstanding anything
herein to the contrary, Landlord's obligation to rebuild or restore shall be
limited to the building and interior improvements constructed by Landlord as
they existed as of the commencement date of the Lease and shall not include
restoration of Tenant's trade fixtures, equipment, merchandise, or any
improvements, alterations or additions made by Tenant to the Premises, which
Tenant shall forthwith replace or fully repair at Tenant's sole cost and expense
provided this Lease is not cancelled according to the provisions above.
Unless this Lease is terminated pursuant to the foregoing provisions,
this Lease shall remain in full force and effect. Tenant hereby expressly waives
the provisions of Section 1932, Subdivision 2, in Section 1933, Subdivision 4 of
the California Civil Code.
In the event that the building in which the Premises are situated is
damaged or destroyed to the extent of not less than 33-1/3% of the replacement
cost thereof, Landlord may elect to terminate this Lease, whether the Premises
be injured or not. Notwithstanding anything to the contrary herein, Landlord may
terminate this Lease in the event of an uninsured event or if insurance proceeds
are insufficient to cover one hundred percent of the rebuilding costs net of the
deductible.
25. EMINENT DOMAIN If all or any part of the Premises shall be taken by any
public or quasi-public authority under the power of eminent domain or conveyance
in lieu thereof, this Lease shall terminate as to any portion of the Premises so
taken or conveyed on the date when title vests in the condemnor, and Landlord
shall be entitled to any and all payment, income, rent, award, or any interest
therein whatsoever which may be paid or made in connection with such taking or
conveyance, and Tenant shall have no claim against Landlord or otherwise for the
value of any unexpired term of this Lease. Notwithstanding the foregoing
paragraph, any compensation specifically awarded Tenant for loss of business,
Tenant's personal property, moving cost or loss of goodwill, shall be and remain
the property of Tenant.
If (i) any action or proceeding is commenced for such taking of the
Premises or any part thereof, or if Landlord is advised in writing by any entity
or body having the right or power of condemnation of its intention to condemn
the premises or any part thereof, or (ii) any of the foregoing events occur with
respect to the taking of any space in the Complex not leased hereby, or if any
such spaces so taken or conveyed in lieu of such taking and Landlord shall
decide to discontinue the use and operation of the Complex, or decide to
demolish, alter or rebuild the Complex, then, in any of such events Landlord
shall have the right to terminate this Lease by giving Tenant written notice
thereof within sixty (60) days of the date of receipt of said written advice, or
commencement of said action or proceeding, or taking conveyance, which
termination shall take place as of the first to occur of the last day of the
calendar month next following the month in which such notice is given or the
date on which title to the Premises shall vest in the condemnor.
In the event of such a partial taking or conveyance of the Premises, if
the portion of the Premises taken or conveyed is so substantial that the Tenant
can no longer reasonably conduct its business, Tenant shall have the privilege
of terminating this Lease within sixty (60) days from the date of such taking or
conveyance, upon written notice to Landlord of its intention so to do, and upon
giving of such notice this Lease shall terminate on the last day of the calendar
month next following the month in which such notice is given, upon payment by
Tenant of the rent from the date of such taking or conveyance to the date of
termination.
If a portion of the Premises be taken by condemnation or conveyance in
lieu thereof and neither Landlord nor Tenant shall terminate this Lease as
provided herein, this Lease shall continue in full force and effect as to the
part of the Premises not so taken or conveyed, and the rent herein shall be
apportioned as of the date of such taking or conveyance so that thereafter the
rent to be paid by Tenant shall be in the ratio that the area of the portion of
the Premises not so taken or conveyed bears to the total area of the Premises
prior to such taking.
26. SALE OR CONVEYANCE BY LANDLORD In the event of a sale or conveyance of the
Complex or any interest therein, by any owner of the reversion then constituting
Landlord, the transferor shall thereby be released from any further liability
upon any of the terms, covenants or conditions (express or implied) herein
contained in favor of Tenant, and in such event, insofar as such transfer is
concerned. Tenant agrees to look solely to the responsibility of the successor
in interest of such transferor in and to the Complex and this Lease. This Lease
shall not be affected by any such sale or conveyance, and Tenant agrees to
attorn to the successor in interest of such transferor.
27. ATTORNMENT TO LENDER OR THIRD PARTY In the event the interest of Landlord in
the land and buildings in which the leased Premises are located (whether such
interest of Landlord is a fee title interest or a leasehold interest) is
encumbered by deed of trust, and such interest is acquired by the lender or any
third party through judicial foreclosure or by exercise of a power of sale at
private trustee's foreclosure sale, Tenant hereby agrees to attorn to the
purchaser at any such foreclosure sale and to recognize such purchaser as the
Landlord under this Lease. In the event the lien of the deed of trust securing
the loan from a Lender to Landlord is prior and paramount to the Lease, this
Lease shall nonetheless continue in full force and effect for the remainder of
the unexpired term hereof, at the same rental herein reserved and upon all the
other terms, conditions and covenants herein contained.
28. HOLDING OVER Any holding over by Tenant after expiration or other
termination of the term of this Lease with the written consent of Landlord
delivered to Tenant shall not constitute a renewal or extension of the Lease or
give Tenant any rights in or to the leased Premises except as expressly provided
in this Lease. Any holding over after the expiration or other termination of the
term of this Lease, with the consent of Landlord, shall be construed to be a
tenancy from month to month, on the same terms and conditions herein specified
insofar as applicable except that the monthly Basic Rent shall be increased to
an amount equal to one hundred fifty (150%) percent of the monthly Basic Rent
required during the last month of the Lease term.
29. CERTIFICATE OF ESTOPPEL Tenant shall at any time upon not less than ten (10)
days' prior written notice to Landlord execute, acknowledge and deliver to
Landlord a statement in writing (i) certifying that this Lease is unmodified and
in full force and effect (or, if modified, stating the nature of such
modification and certifying that this Lease, as so modified, is in full force
and effect) and the date to which the rent and other charges are paid in
advance, if any, and (ii) acknowledging that there are not, to Tenant's
knowledge, any uncured defaults on the part of Landlord hereunder, or specifying
such defaults, if any, are claimed. Any such statement may be conclusively
relied upon by any prospective purchaser or encumbrancer of the Premises.
Tenant's failure to deliver such statement within such time shall be conclusive
upon Tenant that this Lease is in full force and effect, without modification
except as may be represented by Landlord; that there are no uncured defaults in
Landlord's performance, and that not more than one month's rent has been paid in
advance.
30. CONSTRUCTION CHANGES It is understood that the description of the Premises
and the location of ductwork, plumbing and other facilities therein are subject
to such minor changes as Landlord or Landlord's architect determines to be
desirable in the course of construction of the Premises, and no such changes, or
any changes in plans for any other portions of the Complex shall affect this
Lease or entitle Tenant to any reduction of rent hereunder or result in any
liability of Landlord to Tenant. Landlord does not guarantee the accuracy of any
drawings supplied to Tenant and verification of the accuracy of such drawings
rests with Tenant.
31. RIGHT OF LANDLORD TO PERFORM All terms, covenants and conditions of this
Lease to be performed or observed by Tenant shall be performed or observed by
Tenant at Tenant's sole cost and expense and without any reduction of rent. If
Tenant shall fail to pay any sum of money, or other rent, required to be paid by
it hereunder and such failure shall continue for five (5) days after written
notice thereof by Landlord, or shall fail to perform any other term or covenant
hereunder on its part to be performed, and such failure shall continue for
thirty (30) days after written notice thereof by Landlord, Landlord, without
waiving or releasing Tenant from any obligation of Tenant hereunder, may, but
shall not be obligated to, make any such payment or perform
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<PAGE> 7
any such other term or covenant on Tenant's part to be performed. All sums so
paid by Landlord and all necessary costs of such performance by Landlord
together with interest thereon at the rate of the prime rate of interest per
annum as quoted by the Bank of America from the date of such payment or
performance by Landlord, shall be paid (and Tenant covenants to make such
payment) to Landlord on demand by Landlord, and Landlord shall have (in addition
to any other right or remedy of Landlord) the same rights and remedies in the
event of nonpayment by Tenant as in the case of failure by Tenant in the payment
of rent hereunder.
32. ATTORNEYS' FEES.
(A) In the event that either Landlord or Tenant should bring suit for
the possession of the Premises, for the recovery of any sum due under this
Lease, or because of the breach of any provision of this Lease, or for any other
relief against the other party hereunder, then all costs and expenses, including
reasonable attorneys' fees, incurred by the prevailing party therein shall be
paid by the other party, which obligation on the part of the other party shall
be deemed to have accrued on the date of the commencement of such action and
shall be enforceable whether or not the action is prosecuted to judgment.
(B) Should Landlord be named as a defendant in any suit brought against
Tenant in connection with or arising out of Tenant's occupancy hereunder, Tenant
shall pay to Landlord its costs and expenses incurred in such suit, including a
reasonable attorney's fee.
33. WAIVER The waiver by either party of the other party's failure to perform or
observe any term, covenant or condition herein contained to be performed or
observed by such waiving party shall not be deemed to be a waiver of such term,
covenant or condition or of any subsequent failure of the party failing to
perform or observe the same or any other such term, covenant or condition
therein contained, and no custom or practice which may develop between the
parties hereto during the term hereof shall be deemed a waiver of, or in any way
affect, the right of either party to insist upon performance and observance by
the other party in strict accordance with the terms hereof.
34. NOTICES All notices, demands, requests, advices or designations which may be
or are required to be given by either party to the other hereunder shall be in
writing. All notices, demands, requests, advices or designations by Landlord to
Tenant shall be sufficiently given, made or delivered if personally served on
Tenant by leaving the same at the Premises or if sent by United States certified
or registered mail, postage prepaid, addressed to Tenant at the Premises. All
notices, demands, requests, advices or designations by Tenant to Landlord shall
be sent by United States certified or registered mail, postage prepaid,
addressed to Landlord at its offices at 2560 Mission College Blvd., Suite 101,
Santa Clara, CA 95054. Each notice, request, demand, advice or designation
referred to in this paragraph shall be deemed received on the date of the
personal service or mailing thereof in the manner herein provided, as the case
may be.
35. EXAMINATION OF LEASE Submission of this instrument for examination or
signature by Tenant does not constitute a reservation of or option for a lease,
and this instrument is not effective as a lease or otherwise until its execution
and delivery by both Landlord and Tenant.
36. DEFAULT BY LANDLORD Landlord shall not be in default unless Landlord fails
to perform obligations required of Landlord within a reasonable time, but in no
event earlier than thirty (30) days after written notice by Tenant to Landlord
and to the holder of any first mortgage or deed of trust covering the Premises
whose name and address shall have heretofore been furnished to Tenant in
writing, specifying wherein Landlord has failed to perform such obligations;
provided, however, that if the nature of Landlord's obligations is such that
more than thirty (30) days are required for performance, then Landlord shall not
be in default if Landlord commences performance within such thirty (30) day
period and thereafter diligently prosecutes the same to completion.
37. CORPORATE AUTHORITY If Tenant is a corporation (or a partnership), each
individual executing this Lease on behalf of said corporation (or partnership)
represents and warrants that he is duly authorized to execute and deliver this
Lease on behalf of said corporation (or partnership) in accordance with the
by-laws of said corporation (or partnership in accordance with the partnership
agreement) and that this Lease is binding upon said corporation (or partnership)
in accordance with its terms. If Tenant is a corporation, Tenant shall, within
thirty (30) days after execution of this Lease, deliver to Landlord a certified
copy of the resolution of the Board of Directors of said corporation authorizing
or ratifying the execution of this Lease.
38. [paragraph deleted]
39. LIMITATION OF LIABILITY In consideration of the benefits accruing hereunder,
Tenant and all successors and assigns covenant and agree that, in the event of
any actual or alleged failure, breach or default hereunder by Landlord:
(i) the sole and exclusive remedy shall be against Landlord's interest
in the Premises leased herein;
(ii) no partner of Landlord shall be sued or named as a party in any
suit or action (except as may be necessary to secure jurisdiction of the
partnership);
(iii) no service of process shall be made against any partner of
Landlord (except as may be necessary to secure jurisdiction of the partnership);
(iv) no partner of Landlord shall be required to answer or otherwise
plead to any service of process;
(v) no judgment will be taken against any partner of Landlord;
(vi) any judgment taken against any partner of Landlord may be vacated
and set aside at any time without hearing;
(vii) no writ of execution will ever be levied against the assets of any
partner of Landlord;
(viii) these covenants and agreements are enforceable both by Landlord
and also by any partner of Landlord.
Tenant agrees that each of the foregoing covenants and agreements shall
be applicable to any covenant or agreement either expressly contained in this
Lease or imposed by statute or at common law.
40. MISCELLANEOUS AND GENERAL PROVISIONS
a. Tenant shall not, without the written consent of Landlord, use the
name of the building for any purpose other than as the address of the
business conducted by Tenant in the Premises.
b. This Lease shall in all respects be governed by and construed in
accordance with the laws of the State of California. If any provision of
this Lease shall be invalid, unenforceable or ineffective for any reason
whatsoever, all other provisions hereof shall be and remain in full
force and effect.
c. The term "Premises" includes the space leased hereby and any
improvements now or hereafter installed therein or attached thereto. The
term "Landlord" or any pronoun used in place thereof includes the plural
as well as the singular and the successors and assigns of Landlord. The
term "Tenant" or any pronoun used in place thereof includes the plural
as well as the singular and individuals, firms, associations,
partnerships and corporations, and their and each of their respective
heirs, executors, administrators, successors and permitted assigns,
according to the context hereof, and the provisions of this Lease shall
inure to the benefit of and bind such heirs, executors, administrators,
successors and permitted assigns.
The term "person" includes the plural as well as the singular and
individuals, firms, associations, partnerships and corporations. Words
used in any gender include other genders. If there be more than one
Tenant the obligations of Tenants hereunder are joint and several. The
paragraph headings of this Lease are for convenience of reference only
and shall have no effect upon the construction or interpretation of any
provision hereof.
d. Time is of the essence of this Lease and of each and all of its
provisions.
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<PAGE> 8
e. At the expiration or earlier termination of this Lease, Tenant shall
execute, acknowledge and deliver to Landlord, within ten (10) days after
written demand from Landlord to Tenant, any quitclaim deed or other
document required by any reputable title company, licensed to operate in
the State of California, to remove the cloud or encumbrance created by
this Lease from the real property of which Tenant's Premises are a part.
f. This instrument along with any exhibits and attachments hereto
constitutes the entire agreement between Landlord and Tenant relative to
the Premises and this agreement and the exhibits and attachments may be
altered, amended or revoked only by an instrument in writing signed by
both Landlord and Tenant. Landlord and Tenant agree hereby that all
prior or contemporaneous oral agreements between and among themselves
and their agents or representatives relative to the leasing of the
Premises are merged in or revoked by this agreement.
g. Neither Landlord nor Tenant shall record this Lease or a short form
memorandum hereof without the consent of the other.
h. Tenant further agrees to execute any amendments required by a lender
to enable Landlord to obtain financing, so long as Tenant's rights
hereunder are not substantially affected.
i. Paragraphs 43 through 56 are added hereto and are included as a part
of this lease.
j. Clauses, plats and riders, if any, signed by Landlord and Tenant and
endorsed on or affixed to this Lease are a part hereof.
k. Tenant covenants and agrees that no diminution or shutting off of
light, air or view by any structure which may be hereafter erected
(whether or not by Landlord) shall in any way affect his Lease, entitle
Tenant to any reduction of rent hereunder or result in any liability of
Landlord to Tenant.
41. BROKERS Tenant warrants that it had dealings with only the following real
estate brokers or agents in connection with the negotiation of this Lease: none
and that it knows of no other real estate broker or agent who is entitled to a
commission in connection with this Lease.
42. SIGNS No sign, placard, picture, advertisement, name or notice shall be
inscribed, displayed or printed or affixed on or to any part of the outside of
the Premises or any exterior windows of the Premises without the written consent
of Landlord first had and obtained and Landlord shall have the right to remove
any such sign, placard, picture, advertisement, name or notice without notice to
and at the expense of Tenant. If Tenant is allowed to print or affix or in any
way place a sign in, on, or about the Premises, upon expiration or other sooner
termination of this Lease, Tenant at Tenant's sole cost and expense shall both
remove such sign and repair all damage in such a manner as to restore all
aspects of the appearance of the Premises to the condition prior to the
placement of said sign.
All approved signs or lettering on outside doors shall be printed,
painted, affixed or inscribed at the expense of Tenant by a person approved of
by Landlord.
Tenant shall not place anything or allow anything to be placed near the
glass of any window, door partition or wall which may appear unsightly from
outside the Premises.
IN WITNESS WHEREOF, Landlord and Tenant have executed and delivered this
Lease as of the day and year last written below.
LANDLORD: TENANT:
WESTPORT JOINT VENTURE INC. COSINE COMMUNICATIONS,
a California general partnership a California corporation
JOHN ARRILLAGA SURVIVOR'S TRUST
By: /s/ JOHN ARRILLAGA By: /s/ CURTIS DUDNICK
-------------------------------- -----------------------------------
John Arrillaga, Trustee Curtis Dudnick, CFO
Date: 7/7/98 Date: 7/8/98
------------------------------ ----------------------------------
PEERY PRIVATE INVESTMENT
COMPANY-WP, L.P.,
a California limited partnership
By: /s/ RICHARD T. PEERY
-------------------------------------------
Richard T. Peery, Trustee of the Richard T.
Peery Separate Property Trust dated
7/20/77, as its General Partner
Date: 7/9/98
-----------------------------------------
PEERY PUBLIC INVESTMENT COMPANY-WP,
L.P., a California limited partnership
By: /s/ RICHARD T. PEERY
-------------------------------------------
Richard T. Peery, Trustee of the Richard T.
Peery Separate Property Trust dated
7/20/77, as its General Partner
Date: 7/9/98
-----------------------------------------
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<PAGE> 9
Paragraphs 43 through 57 to Lease Agreement dated May 26, 1998, By and
Between Westport Joint Venture, a California general partnership, as Landlord,
and COSINE COMMUNICATIONS, INC., a California corporation, as Tenant for 48,384+
Square Feet of Space Located at 1200 Bridge Parkway, Redwood City, California.
42. BASIC RENT: In accordance with Paragraph 4A herein, the total aggregate sum
of TWENTY THREE MILLION SEVEN HUNDRED FIFTY FOUR THOUSAND ONE HUNDRED TWENTY
FOUR AND 80/100 DOLLARS ($23,754,124.80), shall be payable as follows:
For the period August 1, 1998 through January 31, 1999 no Basic Rent
will be due; however, Tenant will be responsible for all Additional Rent
expenses as outlined in Paragraph 4D from the Commencement Date of the Lease.
Upon Tenant's execution of this Lease Agreement, the sum of SEVENTY
THREE THOUSAND SEVEN HUNDRED EIGHTY FIVE AND 60/100 DOLLARS ($73,785.60) shall
be due, representing the rental for the period February 1, 1999 through February
28, 1999.
On March 1, 1999, the sum of SEVENTY THREE THOUSAND SEVEN HUNDRED EIGHTY
FIVE AND 60/100 DOLLARS ($73,785.60) shall be due, and a like sum due on the
first day of each month thereafter, through and including July 1, 1999.
On August 1, 1999, the sum of ONE HUNDRED FIFTY TWO THOUSAND FOUR
HUNDRED NINE AND 60/100 DOLLARS ($152,409.60) shall be due, and a like sum due
on the first day of each month thereafter, through and including July 1, 2000.
On August 1, 2000, the sum of ONE HUNDRED FIFTY SEVEN THOUSAND TWO
HUNDRED FORTY EIGHT AND NO/100 DOLLARS ($157,248.00) shall be due, and a like
sum due on the first day of each month thereafter, through and including July 1,
2001.
On August 1, 2001, the sum of ONE HUNDRED SIXTY TWO THOUSAND EIGHTY SIX
AND 40/100 DOLLARS ($162,086.40) shall be due, and a like sum due on the first
day of each month thereafter, through and including July 1, 2002.
On August 1, 2002, the sum of ONE HUNDRED SIXTY SIX THOUSAND NINE
HUNDRED TWENTY FOUR AND 80/100 DOLLARS ($166,924.80) shall be due, and a like
sum due on the first day of each month thereafter, through and including July 1,
2003.
On August 1, 2003, the sum of ONE HUNDRED SEVENTY ONE THOUSAND SEVEN
HUNDRED SIXTY THREE AND 20/100 DOLLARS ($171,763.20) shall be due, and a like
sum due on the first day of each month thereafter, through and including July 1,
2004.
On August 1, 2004, the sum of ONE HUNDRED SEVENTY SIX THOUSAND SIX
HUNDRED ONE AND 60/100 DOLLARS ($176,601.60 shall be due, and a like sum due on
the first day of each month thereafter, through and including July 1, 2005.
On August 1, 2005, the sum of ONE HUNDRED EIGHTY ONE THOUSAND FOUR
HUNDRED FORTY AND NO/100 DOLLARS ($181,440.00) shall be due, and a like sum due
on the first day of each month thereafter, through and including July 1, 2006.
On August 1, 2006, the sum of ONE HUNDRED EIGHTY SIX THOUSAND TWO
HUNDRED SEVENTY EIGHT AND 40/100 DOLLARS ($186,278.40) shall be due, and a like
sum due on the first day of each month thereafter, through and including July 1,
2007.
On August 1, 2007, the sum of ONE HUNDRED NINETY ONE THOUSAND ONE
HUNDRED SIXTEEN AND 80/100 DOLLARS ($191,116.80) shall be due, and a like sum
due on the first day of each month thereafter, through and including July 1,
2008.
On August 1, 2008, the sum of ONE HUNDRED NINETY FIVE THOUSAND NINE
HUNDRED FIFTY FIVE AND 20/100 DOLLARS ($195,955.20) shall be due, and a like sum
due on the first day of each month thereafter, through and including July 1,
2009.
On August 1, 2009, the sum of TWO HUNDRED THOUSAND SEVEN HUNDRED
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<PAGE> 10
NINETY THREE AND 60/100 DOLLARS ($200,793.60) shall be due, and a like sum due
on the first day of each month thereafter, through and including July 1, 2010;
or until the entire aggregate sum of TWENTY THREE MILLION SEVEN HUNDRED FIFTY
FOUR THOUSAND ONE HUNDRED TWENTY FOUR AND 80/100 DOLLARS ($23,754,124.80) has
been paid.
44. "AS-IS" BASIS: Subject only to Paragraph 45 and to Landlord making the
improvements shown on Exhibit B to be attached hereto, it is hereby agreed that
the Premises leased hereunder is leased strictly on an "as-is" basis and in its
present condition, and in the configuration as shown on Exhibit B to be attached
hereto, and by reference made a part hereof. Except as noted herein, it is
specifically agreed between the parties that after Landlord makes the interior
improvements as shown on Exhibit B, Landlord shall not be required to make, nor
be responsible for any cost, in connection with any repair, restoration, and/or
improvement to the Premises in order for this Lease to commence, or thereafter,
throughout the Term of this Lease. Notwithstanding anything to the contrary
within this Lease, Landlord makes no warranty or representation of any kind or
nature whatsoever as to the condition or repair of the Premises, nor as to the
use or occupancy which may be made thereof.
45. TENANT INTERIOR IMPROVEMENTS: Landlord shall, at its sole cost and expense,
construct certain interior improvements (the "Tenant Improvements") in the
Premises, as shown on Exhibit B to be attached to the Lease and Landlord agrees
to deliver the Premises leased hereunder to Tenant, at Landlord's expense, in
the configuration shown in Red on Exhibit B to be attached hereto.
Notwithstanding anything to the contrary above, it is specifically understood
and agreed that Landlord shall be required to furnish only a standard air
conditioning/heating system, normal electrical outlets, standard fire sprinkler
systems, standard bathroom, standard lobby, 2' x 4' suspended acoustical tile
drop ceiling throughout the entire space leased, carpeting and/or vinyl-coated
floor tile, and standard office partitions and doors, as shown on Exhibit B to
be attached hereto; provided however, that any special HVAC and/or plumbing
and/or electrical requirements over and above that normally supplied by Landlord
shall be 100 percent the responsibility of and be paid for 100 percent by
Tenant.
Notwithstanding anything to the contrary, it is agreed that in the event Tenant
makes changes, additions, or modifications to the plans and specifications to be
constructed by Landlord as set forth herein, or improvements are installed for
Tenant in excess of those to be provided Tenant by Landlord as set forth on
Exhibit B, any increased cost(s) resulting from said changes, additions, and/or
modifications and/or improvements in excess of those to be provided Tenant shall
be contracted for with Landlord and paid for one hundred percent (100%) by
Tenant.
The interior shall be constructed in accordance with Exhibit B of the Lease, it
being agreed, however, that if the interior improvements constructed by Landlord
relating thereto, do not conform exactly to the plans and specifications as set
forth in the Lease, and the general appearance, structural integrity, and
Tenant's uses and occupancy of the Premises and interior improvements relating
thereto are not materially or unreasonably affected by such deviation, it is
agreed that the commencement date of the Lease, and Tenant's obligation to pay
rental, shall not be affected, and Tenant hereby agrees, in such event, to
accept the Premises and interior improvements as constructed by Landlord.
Tenant shall have thirty (30) days after the Commencement Date to provide
Landlord with a "punch list" pertaining to Landlord's work with respect to
Tenant's interior improvements. As soon as reasonably possible thereafter,
Landlord, or one of Landlord's representatives (if so approved by Landlord), and
Tenant shall conduct a joint walk-through of the Premises (if Landlord so
requires), and inspect such Tenant Improvements, using their best efforts to
agree on the incomplete or defective construction related to the Tenant
Improvements installed by Landlord. After such inspection has been completed,
Landlord shall prepare, and both parties shall sign, a list of all "punch list"
items which the parties reasonably agree are to be corrected by Landlord (but
which shall exclude any damage or defects caused by Tenant, its employees,
agents or parties Tenant has contracted with to work on the Premises). Landlord
shall have thirty (30) days thereafter (or longer if necessary, provided
Landlord is diligently pursuing the completion of the same) to complete, at
Landlord's expense, the repairs on the "punch list" without the Commencement
Date of the Lease and Tenant's obligation to pay Rental thereunder being
affected. This Paragraph shall be of no force and effect if Tenant shall fail to
give any such notice to Landlord within thirty (30) days after the Commencement
Date of this Lease.
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<PAGE> 11
46. CONSENT: Whenever the consent of one party to the other is required
hereunder, such consent shall not be unreasonably withheld.
47. CHOICE OF LAW; SEVERABILITY. This Lease shall in all respects be governed by
and construed in accordance with the laws of the State of California. If any
provisions of this Lease shall be invalid, unenforceable, or ineffective for any
reason whatsoever, all other provisions hereof shall be and remain in full force
and effect.
48. AUTHORITY TO EXECUTE. The parties executing this Lease Agreement hereby
warrant and represent that they are properly authorized to execute this Lease
Agreement and bind the parties on behalf of whom they execute this Lease
Agreement and to all of the terms, covenants and conditions of this Lease
Agreement as they relate to the respective parties hereto.
49. ASSESSMENT CREDITS: The demised property herein may be subject to a special
assessment levied by the City of Redwood City as part of an Improvement
District. As a part of said special assessment proceedings (if any), additional
bonds were or may be sold and assessments were or may be levied to provide for
construction contingencies and reserve funds. Interest shall be earned on such
funds created for contingencies and on reserve funds which will be credited for
the benefit of said assessment district. To the extent surpluses are created in
said district through unused contingency funds, interest earnings or reserve
funds, such surpluses shall be deemed the property of Landlord. Notwithstanding
that such surpluses may be credited on assessments otherwise due against the
Leased Premises, Tenant shall pay to Landlord, as additional rent if, and at the
time of any such credit of surpluses, an amount equal to all such surpluses so
credited. For example: if (i) the property is subject to an annual assessment of
$1,000.00, and (ii) a surplus of $200.00 is credited towards the current year's
assessment which reduces the assessment amount shown on the property tax bill
from $1,000.00 to $800.00, Tenant shall, upon receipt of notice from Landlord,
pay to Landlord said $200.00 credit as Additional Rent.
50. ASSIGNMENT AND SUBLETTING (CONTINUED):
A. In addition to and notwithstanding anything to the contrary in
Paragraph 19 of this Lease, Landlord hereby agrees to consent to Tenant's
assigning or subletting said Lease to any parent or subsidiary corporation
(including an assignment resulting from a merger and/or acquisition of Tenant),
provided that the net worth of said parent or subsidiary corporation of said
corporation has a net worth equal to or greater than the net worth of Tenant (a)
at the time of Lease execution or (b) at the time of such assignment (whichever
is greater). No such assignment or subletting will release Tenant from its
liabilities, obligations, and responsibilities under this Lease. Notwithstanding
the above, Tenant shall be required to (a) give Landlord written notice prior to
such assignment or subletting to any party as described above, (b) execute
Landlord's consent document prepared by Landlord reflecting the assignment or
subletting and (c) pay Landlord's costs for processing said Consent prior to the
effective date of said assignment or sublease.
B. Proposed Sublet Premises. Landlord hereby acknowledges that, during
the first year of the Lease Term, Tenant intends to sublease up to fifty percent
of the Leased Premises. Provided Tenant is not in default of this Lease,
Landlord agrees that it will not exercise its right, as provided for in
Paragraph 19, to terminate the Lease as a result of a request by Tenant to
sublease fifty percent or less of the Premises for a sublease term not to extend
beyond July 14, 1999. In such event, Landlord agrees to issue Landlord's
standard consent to said sublease, subject to (a) Tenant submitting to Landlord
a copy of said sublease (prior to said sublease commencing), (b) Landlord,
Tenant and Subtenant thereafter executing Landlord's standard Consent to
Sublease agreement and (c) Landlord receives payment from Tenant of Landlord's
costs for processing said Sublease Consent prior to said sublease commencing.
In addition to and notwithstanding anything to the contrary in Paragraph
19, Tenant shall be entitled to retain one hundred percent of any rents due
Tenant from a subtenant on the Proposed Sublet Premises in excess of the Rent
payable by Tenant to Landlord hereunder ("Excess Rent") during the period prior
to July 15, 1999.
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C. Notwithstanding the foregoing, Landlord and Tenant agree that it
shall not be unreasonable for Landlord to refuse to consent to a proposed
assignment, sublease or other transfer ("Proposed Transfer") if the Premises or
any other portion of the Property would become subject to additional or
different Government Requirements as a direct or indirect consequence of the
Proposed Transfer and/or the Proposed Transferee's use and occupancy of the
Premises and the Property. However, Landlord may, in its sole discretion,
consent to such a Proposed Transfer where Landlord is indemnified by Tenant and
(i) Subtenant or (ii) Assignee, in form and substance satisfactory to Landlord's
counsel, by Tenant and/or the Proposed Transferee from and against any and all
costs, expenses, obligations and liability arising out of the Proposed Transfer
and/or the Proposed Transferee's use and occupancy of the Premises and the
Property.
D. Any and all sublease agreement(s) between Tenant and any and all
subtenant(s) (which agreements must be consented to by Landlord, pursuant to the
requirements of this Lease) shall contain the following language:
"If Landlord and Tenant jointly and voluntarily elect, for any
reason whatsoever, to terminate the Master Lease prior to the scheduled
Master Lease termination date, then this Sublease (if then still in
effect) shall terminate concurrently with the termination of the Master
Lease. Subtenant expressly acknowledges and agrees that (1) the
voluntary termination of the Master Lease by Landlord and Tenant and the
resulting termination of this Sublease shall not give Subtenant any
right or power to make any legal or equitable claim against Landlord,
including without limitation any claim for interference with contract or
interference with prospective economic advantage, and (2) Subtenant
hereby waives any and all rights it may have under law or at equity
against Landlord to challenge such an early termination of the Sublease,
and unconditionally releases and relieves Landlord, and its officers,
directors, employees and agents, from any and all claims, demands,
and/or causes of action whatsoever (collectively, "Claims"), whether
such matters are known or unknown, latent or apparent, suspected or
unsuspected, foreseeable or unforeseeable, which Subtenant may have
arising out of or in connection with any such early termination of this
Sublease. Subtenant knowingly and intentionally waives any and all
protection which is or may be given by Section 1542 of the California
Civil Code which provides as follows: "A general release does not extend
to claims which the creditor does not know or suspect to exist in his
favor at the time of executing the release, which if known by him must
have materially affected his settlement with debtor.
The term of this Sublease is therefore subject to early
termination. Subtenant's initials here below evidence (a) Subtenant's
consideration of and agreement to this early termination provision, (b)
Subtenant's acknowledgment that, in determining the net benefits to be
derived by Subtenant under the terms of this Sublease, Subtenant has
anticipated the potential for early termination, and (c) Subtenant's
agreement to the general waiver and release of Claims above.
Initials: Initials: "
---------------- -------------
Subtenant Tenant
51. BANKRUPTCY AND DEFAULT: Paragraph 22 is modified to provide that with
respect to non-monetary defaults not involving Tenant's failure to pay Basic
Rent or Additional Rent, Tenant shall not be in default of any non-monetary
obligation if (i) more than thirty (30) days is required to cure such
non-monetary default, and (ii) Tenant commences cure of such default as soon as
reasonably practicable after receiving written notice of such default from
Landlord and thereafter continuously and with due diligence prosecutes such cure
to completion.
52. ABANDONMENT: Paragraph 23 is modified to provide that Tenant shall not be in
default under the Lease if it leaves all or any part of Premises vacant so long
as (i) Tenant is performing all of its other obligations under the Lease
including the obligation to pay Basic Rent and Additional Rent, (ii) Tenant
provides on-site security during normal business hours for those parts of the
Premises left vacant, (iii) such vacancy does not materially and adversely
affect the validity or coverage of any policy of insurance carried by Landlord
with respect to the Premises, and (iv) the utilities and heating and ventilation
system are operated and maintained to the extent necessary to prevent damage to
the Premises or its systems.
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53. HAZARDOUS MATERIALS: Landlord and Tenant agree as follows with respect to
the existence or use of "Hazardous Materials" (as defined herein) on, in, under
or about the Premises and real property located beneath said Premises and the
common areas of the Complex (hereinafter collectively referred to as the
"Property"):
A. As used herein, the term "Hazardous Materials" shall mean any
material, waste, chemical, mixture or byproduct which is or hereafter is
defined, listed or designated under Environmental Laws (defined below) as a
pollutant, or as a contaminant, or as a toxic or hazardous substance, waste or
material, or any other unwholesome, hazardous, toxic, biohazardous, or
radioactive material, waste, chemical, mixture or byproduct, or which is listed,
regulated or restricted by any Environmental Law (including, without limitation,
petroleum hydrocarbons or any distillates or derivatives or fractions thereof,
polychlorinated biphenyls, or asbestos). As used herein, the term "Environmental
Laws" shall mean any applicable Federal, State of California or local government
law (including common law), statute, regulation, rule, ordinance, permit,
license, order, requirement, agreement, or approval, or any determination,
judgment, directive, or order of any executive or judicial authority at any
level of Federal, State of California or local government (whether now existing
or subsequently adopted or promulgated) relating to pollution or the protection
of the environment, ecology, natural resources, or public health and safety.
B. Tenant shall obtain Landlord's written consent, which may be withheld
in Landlord's discretion, prior to the occurrence of any Tenant's Hazardous
Materials Activities (defined below); provided, however, that Landlord's consent
shall not be required for normal use in compliance with applicable Environmental
Laws of customary household and office supplies (Tenant shall first provide
Landlord with a list of said materials use), such as mild cleaners, lubricants
and copier toner. As used herein, the term "Tenant's Hazardous Materials
Activities" shall mean any and all use, handling, generation, storage, disposal,
treatment, transportation, release, discharge, or emission of any Hazardous
Materials on, in, beneath, to, from, at or about the Property, in connection
with Tenant's use of the Property, or by Tenant or by any of Tenant's agents,
employees, contractors, vendors, invitees, visitors or its future subtenants or
assignees. Tenant agrees that any and all Tenant's Hazardous Materials
Activities shall be conducted in strict, full compliance with applicable
Environmental Laws at Tenant's expense, and shall not result in any
contamination of the Property or the environment. Tenant agrees to provide
Landlord with prompt written notice of any spill or release of Hazardous
Materials at the Property during the term of the Lease of which Tenant becomes
aware, and further agrees to provide Landlord with prompt written notice of any
violation of Environmental Laws in connection with Tenant's Hazardous Materials
Activities of which Tenant becomes aware. If Tenant's Hazardous Materials
Activities involve Hazardous Materials other than normal use of customary
household and office supplies, Tenant also agrees at Tenant's expense: (i) to
install such Hazardous Materials monitoring, storage and containment devices as
Landlord reasonably deems necessary (Landlord shall have no obligation to
evaluate the need for any such installation or to require any such
installation); (ii) provide Landlord with a written inventory of such Hazardous
Materials, including an update of same each year upon the anniversary date of
the Commencement Date of the Lease ("Anniversary Date"); and (iii) on each
Anniversary Date, to retain a qualified environmental consultant, acceptable to
Landlord, to evaluate whether Tenant is in compliance with all applicable
Environmental Laws with respect to Tenant's Hazardous Materials Activities.
Tenant, at its expense, shall submit to Landlord a report from such
environmental consultant which discusses the environmental consultant's findings
within two (2) months of each Anniversary Date. Tenant, at its expense, shall
promptly undertake and complete any and all steps necessary, and in full
compliance with applicable Environmental Laws, to fully correct any and all
problems or deficiencies identified by the environmental consultant, and
promptly provide Landlord with documentation of all such corrections.
C. Prior to termination or expiration of the Lease, Tenant, at its
expense, shall (i) properly remove from the Property all Hazardous Materials
which come to be located at the Property in connection with Tenant's Hazardous
Materials Activities, and (ii) fully comply with and complete all facility
closure requirements of applicable Environmental Laws regarding Tenant's
Hazardous Materials Activities, including but not limited to (x) properly
restoring and repairing the Property to the extent damaged by such closure
activities, and (y) obtaining from the local Fire Department or other
appropriate governmental authority with jurisdiction a written concurrence that
closure has been completed in compliance with applicable Environmental Laws.
Tenant shall promptly provide Landlord with copies of any claims, notices, work
plans, data and reports prepared, received or submitted in connection with any
such closure activities.
D. If Landlord, in its sole discretion, believes that the Property has
become contaminated as a result of Tenant's Hazardous Materials Activities,
Landlord in addition to any other rights it may have under this Lease or under
Environmental Laws or other laws, may enter
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<PAGE> 14
upon the Property and conduct inspection, sampling and analysis, including but
not limited to obtaining and analyzing samples of soil and groundwater, for the
purpose of determining the nature and extent of such contamination. Tenant shall
promptly reimburse Landlord for the costs of such an investigation, including
but not limited to reasonable attorneys' fees Landlord incurs with respect to
such investigation, that discloses Hazardous Materials contamination for which
Tenant is liable under this Lease. Except as may be required of Tenant by
applicable Environmental Laws, Tenant shall not perform any sampling, testing,
or drilling to identify the presence of any Hazardous Materials at the Property,
without Landlord's prior written consent which may be withheld in Landlord's
discretion. Tenant shall promptly provide Landlord with copies of any claims,
notices, work plans, data and reports prepared, received or submitted in
connection with any sampling, testing or drilling performed pursuant to the
preceding sentence.
E. Tenant shall indemnify, defend (with legal counsel acceptable to
Landlord, whose consent shall not unreasonably be withheld) and hold harmless
Landlord, its employees, assigns, successors, successors-in-interest, agents and
representatives from and against any and all claims (including but not limited
to third party claims from a private party or a government authority),
liabilities, obligations, losses, causes of action, demands, governmental
proceedings or directives, fines, penalties, expenses, costs (including but not
limited to reasonable attorneys', consultants' and other experts' fees and
costs), and damages, which arise from or relate to: (i) Tenant's Hazardous
Materials Activities; (ii) any Hazardous Materials contamination caused by
Tenant prior to the Commencement Date of the Lease; or (iii) the breach of any
obligation of Tenant under this Paragraph 53 (collectively, "Tenant's
Environmental Indemnification"). Tenant's Environmental Indemnification shall
include but is not limited to the obligation to promptly and fully reimburse
Landlord for losses in or reductions to rental income, and diminution in fair
market value of the Property. Tenant's Environmental Indemnification shall
further include but is not limited to the obligation to diligently and properly
implement to completion, at Tenant's expense, any and all environmental
investigation, removal, remediation, monitoring, reporting, closure activities,
or other environmental response action (collectively, "Response Actions").
Tenant shall promptly provide Landlord with copies of any claims, notices, work
plans, data and reports prepared, received or submitted in connection with any
Response Actions.
F. Landlord hereby informs Tenant, and Tenant hereby acknowledges, that
the Premises and adjacent properties overlie a former solid waste landfill site
commonly known as the Westport Landfill ("Former Landfill"). Landlord further
informs Tenant, and Tenant hereby acknowledges, that (i) prior testing has
detected the presence of low levels of certain volatile and semi-volatile
organic compounds and other contaminants in the groundwater, in the leachate
from the landfilled solid waste, and/or in certain surface waters of the
Property, as more fully described in Section 2.3.2 of the report entitled
"Revised Discharge Monitoring Plan, Westport Landfill Site, Redwood City,
California" prepared by Geomatrix Consultants, dated May 1996 ("Discharge
Plan"), (ii) methane gas is or may be generated by the landfilled solid waste
(item "i" immediately preceding and this item "ii" are hereafter collectively
referred to as the "Landfill Contamination"), and (iii) the Premises and the
Former Landfill are subject to the California Regional Water Quality Control
Board's ("Regional Board") Waste Discharge Requirements Order No. 94-181 (the
"Order"). The Order is attached hereto as Exhibit C. As evidenced by their
initials set forth immediately below, Tenant acknowledges that Landlord has
provided Tenant with copies of the environmental reports listed on Exhibit D,
and Tenant acknowledges that Tenant and Tenant's experts (if any) have had ample
opportunity to review such reports and that Tenant has satisfied itself as to
the environmental conditions of the Property and the suitability of such
conditions for Tenant's intended use of the Property.
Initial: /s/ CD Initial: /s/ JP
--------- ---------
Tenant Landlord
G. Landlord shall indemnify, defend, and hold harmless Tenant against
any and all claims asserted by third parties (excluding any agents, employees,
contractors, vendors, invitees, visitors, future subtenants and assignees of
Tenant, and excluding any other parties related to Tenant), including all
liabilities, judgments, damages, suits, orders, government directives, costs and
expenses in connection with such claims, which arise from (i) the Landfill
Contamination, or (ii) the Order, as may be amended ("Landlord's Environmental
Indemnity"); provided however that Landlord's Environmental Indemnity shall be
subject to the following limitations and conditions:
(1) Landlord's Environmental Indemnity shall not apply to any
economic or consequential damages suffered by Tenant, including
but not limited to loss of business or profits.
(2) Landlord's Environmental Indemnity shall not apply, without
limitation, to any
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<PAGE> 15
releases caused by Tenant's Hazardous Materials Activities.
(3) Tenant acknowledges that Landlord must comply with the Order, as
may be amended, and with directives of government authorities
including the Regional Board, with respect to the Contamination
and the Former Landfill. Tenant further acknowledges that
groundwater monitoring wells, methane recovery wells and
equipment, and other environmental control devices are located
on and about the Premises and may be modified or added to during
the term of the Lease (collectively, "Environmental Equipment"),
and that environmental investigation, monitoring, closure and
post-closure activities (collectively, "Environmental
Activities") will be performed on the Premises during the term
of the Lease. Tenant shall allow Landlord, and any other party
named as a discharger under the Order, as may be amended, and
their respective agents, consultants and contractors, and agents
of governmental environmental authorities with jurisdiction
("Government Representatives") to enter the Premises to access
the Environmental Equipment and to perform Environmental
Activities during the term of the Lease, provided that Tenant's
use and occupancy of the Premises shall not unreasonably be
disturbed.
(4) Tenant and Landlord shall reasonably cooperate with each other
regarding any Environmental Activities to be performed, and
regarding any Environmental Equipment to be installed,
maintained, or removed on the Premises during the term of the
Lease.
(5) Tenant shall be responsible at its expense for repairing any
Environmental Equipment damaged due to the negligence of Tenant
or Tenant's agents, employees, contractors, vendors, invitees,
visitors, future subtenants or assignees (such terms "invitees"
and "visitors" as used in this Paragraph 53 shall not include
Landlord or any other party named as a discharger under the
Order as may be amended, or any of their respective agents,
consultants or contractors, or any Government Representatives).
It is agreed that the Tenant's responsibilities related to Hazardous
Materials will survive the expiration or termination of this Lease and
that Landlord may obtain specific performance of Tenant's
responsibilities under this Paragraph 53.
54. ADDITIONAL RENT CONTINUED: The following items shall be excluded from
"Additional Rent":
A. Leasing commissions, attorney's fees, costs, disbursements, and other
expenses incurred in connection with negotiations with other tenants, or
disputes between Landlord and other tenants, or in connection with marketing,
leasing, renovating, or improving space for other current or prospective tenants
or other current or prospective occupants of the Complex; notwithstanding
anything to the contrary herein, any costs and expenses Landlord is entitled to
be reimbursed for as stated under Paragraph 22 ("Bankruptcy and Default") ARE
NOT excluded Additional Rent items as reflected in this Paragraph 54.
B. The cost of any service sold to any other tenant or other occupant
whose leased premises are not part of the Premises leased herein and for which
Landlord is entitled to be reimbursed as an additional charge or rental over and
above the basic rent and additional rent payable under the lease agreement with
said other tenant (including, without limitation, after-hours HVAC costs or
over-standard electrical consumption costs incurred by other tenants).
C. Any costs for which Landlord is entitled to be reimbursed by any
other tenant or other occupant whose leased premises are not part of the
Premises leased herein.
D. Any costs, fines, or penalties incurred due to violations by Landlord
of any governmental rule or authority, provided Tenant is not responsible under
the Lease for such costs, fines and/or penalties, and/or provided Tenant's
actions or inactions did not cause, in whole or in part, such costs, fines
and/or penalties.
E. Wages, salaries, or other compensation paid to executive employees
above the grade of Property Manager.
F. Repairs or other work occasioned by fire, windstorm, or other insured
peril, to the
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<PAGE> 16
extent that Landlord shall receive proceeds of such insurance or would have
received such proceeds had Landlord maintained the insurance coverage required
under this Lease providing said insurance coverage was available and Tenant paid
its share of the premium as required under the Lease (excluding any insurance
deductible(s) which Tenant is responsible for paying).
G. Except as otherwise noted in this Lease, any mortgage debt, or ground
rents or any other amounts payable under any ground lease for the Property or
any expense which Landlord is responsible for paying under said Lease or which
results from Landlord's willful misconduct or Landlord's negligence of which
negligence Landlord has received notice of and has reasonable time to correct.
H. Any amounts paid to any person, firm, or corporation related or
otherwise affiliated with Landlord or any general partner, officer, or director
of Landlord or any general partners, to the extent same exceeds arms-length
competitive prices paid in the Santa Clara, California metropolitan area for the
services or goods provided.
55. SUBORDINATION AND MORTGAGES: Paragraph 20 is modified to provide that,
provided Tenant is not in default in the terms of this Lease, this Lease shall
not be subordinate to a mortgage or deed of trust unless the Lender holding such
mortgage or deed of trust enters into a written subordination, non-disturbance
and attornment agreement in which the Lender agrees that notwithstanding any
subordination of this Lease to such Lender's mortgage or deed of trust, (i) such
Lender shall recognize all of Tenant's rights under this Lease, and (ii) in the
event of a foreclosure, this Lease shall not be terminated so long as Tenant is
not in default of its obligations under this Lease, but shall continue in effect
and Tenant and such Lender (or any party acquiring the Premises through such
foreclosure) shall each be bound to perform the respective obligations of Tenant
and Landlord with respect to the Premises arising after such foreclosure.
56. TAXES CONTINUED: Paragraph 12 ("Taxes") is modified by the following:
A. The amount of Real Property Taxes payable by Tenant hereunder shall
be prorated to reflect the dates of Lease Commencement and Lease Termination.
B. It is agreed that if any special assessments for capital improvements
are assessed, and if Landlord has the option to either pay the entire assessment
in cash or go to bond, and if Landlord elects to pay the entire assessment in
cash in lieu of going to bond, the entire portion of the assessment assigned to
Tenant's Leased Premises will be prorated over the same period that the
assessment would have been prorated had the assessment gone to bond.
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<PAGE> 17
EXHIBIT A
[Map of Westport Office Park
Redwood City, California]
The map of the Westport Office Park in Redwood City, California is a
snail-shaped compound containing 20 two-story buildings separated by roads,
trees and other man-made and natural features. To the north of the Office Park
there is the Belmont Slough, and to the south is a street called Marine Parkway.
The map is divided into two parcels, with Parcel I located on the right and
Parcel II located on the left.
<PAGE> 18
EXHIBIT B
DIAGRAM
Floor Plans of
1200 Bridge Parkway
Redwood City, California
[First Floor Plan]
The First Floor Plan shows the first floor blueprint for CoSine's office
facility located at 1200 Bridge Parkway in Redwood City, California. The floor
plan is rectangular and contains lobby, general office, warehouse, manufacturing
and shipping and receiving areas identified by manual notes on the plan.
[Second Floor Plan]
The Second Floor Plan shows the second floor blueprint for CoSine's facility
located at 1200 Bridge Parkway in Redwood City, California. The floor plan is
rectangular and contains reception, general office, software lab, conference
room and lunch room areas identified by manual notes on the plan.
<PAGE> 19
EXHIBIT C
CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD
SAN FRANCISCO BAY REGION
ORDER NO. 94-181
UPDATED WASTE DISCHARGE REQUIREMENT FOR:
WESTPORT INVESTMENTS
(PEERY/ARRILLAGA)
PARKWOOD 101/Westport Landfill
REDWOOD CITY, SAN MATEO COUNTY
The California Regional Water Quality Control Board, San Francisco Bay Region,
(hereinafter called the Board), finds that:
1. Westport Investments Inc. is the site's legal owner hereinafter referred
to as the discharger. The site is located adjacent to Belmont Slough in
Redwood City as shown in Figure 1, which is incorporated herein as a part
of this Order. No waste has been disposed of at the site since 1970, and
the site is considered a closed site.
PURPOSE OF UPDATING ORDER:
2. The primary objectives of this order are to revise the site's groundwater
and leachate monitoring program, and to bring the site into compliance
with the current regulations of Article 5, Title 23, Division 3, Chapter
15 of the California Code of Regulations. Additionally, this Order
requires the discharger to reconstruct those portions of the landfill
which do not meet the requirements of Section 2581, Article 8, of Chapter
15.
SITE DESCRIPTION:
3. The site is located approximately one mile east of Highway 101, and it is
bordered by Belmont Slough to the north and west, and by an existing
residential development and Marine World Parkway to the east and south.
The site is divided into three areas. Two of these areas, the mound (35
acres) and panhandle (10 acres) areas, are associated with refuse fill and
currently have a cap (with a varying thickness) overlaying them. The third
area (40 acres), between the refuse fill areas and the levees, is a
low-lying area that does not contain refuse. The site's surface soils are
currently composed largely of fill that has been used to establish a cap
over the refuse fill area, or used to fill the low-lying elevations.
<PAGE> 20
SITE HISTORY:
4. The site was a tidal marshlands until approximately 1910, at which time
the area was diked and used for pasture lands. The area was used as a
refuse disposal site from 1948 to about 1970. Disposal in the panhandle
area of the site reportedly ceased in about 1963, while disposal in the
mound area continued until 1970 (Levin-Fricke, 1989a). The site has been
closed in accordance with the Board's Order No. 76-77 dated October 18,
1977. Closure involved placement of low permeability soils, Bay Mud clays
and construction fill, over the top of the refuse.
5. On July 20, 1976 Waste Discharge Requirements (WDRs) Order No. 76-77 was
adopted for the site. On October 18, 1977 Order NO. 76-77 was revised by
the adoption of Order NO. 77-134.
6. On March 2, 1994 United Soil Engineering, Inc., (USC), conducted an
investigation to determine the thickness of the landfill's cover. A total
of 77 borings were advanced to a depth of 6 feet. USC's investigation
revealed that an additional one to two feet of clay or low permeability
soils are required to achieve a minimum thickness for most part of the
landfill's cover. [Note: Section 2581 of Article 8 requires two feet of
appropriate materials as a foundation layer for the final cover, one foot
of soil with a permeability of less than or equal to 10 to the negative
sixth power cm/sec and one foot of protective cover soil.]
7. In some portion of the landfill, the thickness of final cover does not
meet the requirements of Article 8 of Chapter 15.
GEOLOGIC SETTING OF THE SITE:
8. The sediments underlying the landfill consist primarily of shallow Bay
deposits comprised of "Bay mud" clays and silty clays. Stiff to very stiff
sandy clay/clayey sand was encountered below the Bay Mud extending to a
depth of approximately 200 feet below ground surface. According to Cooper
Engineers (Cooper, 1983), a moderately permeable sequence of clay, sand,
and gravel underlies the stiff clays, beginning at a depth of 200 feet
below ground surface. Franciscan bedrock was reported to be at a depth of
approximately 300 feet below ground surface (bgs) along the western side
of the site and 500 feet bgs along the eastern side of the site as
reported by Cooper Engineers (1983). A general geologic cross section of
the South Bay, including the site, is shown in Figure 2.
HYDROGEOLOGIC SETTING OF THE SITE:
9. Investigations have shown that the groundwater movement is radially away
from the mounded areas. However, the potential flow directions are likely
influenced by the presence of the operating leachate collection and
recovery system located along a line
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<PAGE> 21
approximately 10 feet from the southern border of the mound area.
Groundwater flow may also be influenced by the presence of landfill gas
barriers installed off site on the Peninsula Landing site, south of the
Panhandle, and on the Boardwalk site south of the Mound area.
10. The direction of deeper groundwater flow cannot be established with a high
level of certainty because of the relatively discontinuous nature of the
water bearing zones in the low permeability clay layer beneath the recent
Bay Mud. However, based on a study conducted by Mclaren (McLaren, 1989),
"...regional hydrogeologic condition suggest that deeper groundwater moves
in an easterly direction toward San Francisco Bay."
11. A comparison of the shallow and deep groundwater levels have indicated the
existence of a slightly downward vertical gradient except for well P-1A and
P-1B. In October of 1988, an upward gradient was observed for the two
aforementioned monitoring wells. However, subsequent studies for these
wells showed a downward vertical gradient.
12. Confined aquifer zones of moderate permeability which are the major
groundwater sources for the region, are located at a depth of 190 to 200
feet beneath the site. This aquifer zone is an extension of the major
artesian basin of the South Bay and Santa Clara Valley and consists chiefly
of unconsolidated Quaternary alluvium.
13. The beneficial uses of Belmont slough, and South San Francisco Bay are as
follows:
a. Wildlife habitat
b. Brackish and salt water marshes
c. Water contact recreation
d. Non-water contact water recreation
e. Commercial and sport fishing
f. Preservation of rare and endangered species
g. Esturaine habitat
h. Fish migration and spawning
14. The present and potential beneficial uses of the deeper groundwater are as
follows:
a. Domestic and municipal water supply
b. Industrial process supply
c. Industrial service supply
d. Agricultural supply
WASTES AND THEIR CLASSIFICATION:
15. Approximately 45 acres of the project site were used for landfill disposal
of municipal solid waste and incinerator ash from 1948 to 1970. About
650,000 cubic yards of fill material has been disposed of at the site. The
refuse material at the site consisted of
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<PAGE> 22
paper, glass, plastic, and minor amounts of wood and rock fragments and
incinerator ashes.
MONITORING PROGRAM:
16. There are 10 existing on-site groundwater monitoring wells and 2 off-site
wells to the south of the site, near Marine World Parkway. These wells were
installed by various consultants in conjunction with the evaluation of
groundwater conditions for the entire 85-acre site. Seven wells monitor
landfill leachate.
17. An investigation was conducted by LEVIN-FRICKE during the period from
August through December 1988 to characterize soil and groundwater quality
at the landfill in accordance with the Solid Waste Assessment Test (SWAT)
requirements. This investigation concluded that the landfill was leaking
low levels of contaminants.
18. The discharger shall initiate a semi-annual monitoring program for the
existing monitoring network which consists of 6 leachate wells (P-2A, P-1A,
S-1A, S-2, S-5, LW-1), five deep groundwater wells (UGP-1, P-2B, P-1B,
MW-1, MW-2), 21 shallow groundwater wells (UPG-2, P-8, P-7, K-1, P-3, K-3,
K-4, P-5, P5-1, K-5, MW-3, MW3-1, MW3-2, S-3A, S-4A, P-4, K-2, P-6), And 4
surface water monitoring points (SW-1, SW-2, SW-3, SW-4) as shown in Figure
1 of the attached discharge monitoring program. The points of compliance
for shallow and deep groundwater zones have been identified as those wells
which monitor the shallow and the deep groundwater zones beneath the site.
19. Federal Regulations [40 Code of Federal Regulations (CFR) Parts 122, 123,
and 124] require specific categories of industrial activities, including
landfills, to obtain a NPDES permit for storm water discharges. The State
Water Resources Control Board has issued a General Permit for Storm Water
Discharges Associated with Industrial Activities (NPDES Permit No.
CAS000001). This facility is subject to these requirements. Pursuant to the
Stormwater Discharge Program, this facility is required to submit a Notice
of Intent for coverage under the General Permit; to prepare and implement a
monitoring program; and to submit an annual report. Compliance with the
monitoring and reporting requirements of this Order are intended to assure
compliance with the requirements of the General Permit.
EXISTING LEACHATE CONTROL SYSTEM:
20. The leachate collection system of the site consists of two trenches. The
trenches were excavated to depths of 8 to 13 feet bgs. The approximate
locations of the leachate trenches are shown in Figure 3. The leachate
collection and recover system has been
<PAGE> 23
operational in Trench No. 1 since installation. Leachate Trench No. 1 is
fitted with an automatic pumping system that periodically pumps leachate
from manhole No. 1 to the sanitary sewer as needed to maintain a low level
of leachate in the trench. The pumping system for Trench No. 2 is not
currently operating because migration of leachate has been mitigated to
some extent by the relatively impervious clays a the site.
CALIFORNIA ENVIRONMENTAL QUALITY ACT
21. This site is exempt from the provision of the California Environmental
Quality Act (CEQA) pursuant to Section 15308, Title 14 of the California
Code of Regulation. However, any subsequent development of the closed
landfill may not be exempt from CEQA.
22. Sanitary landfills could potentially impact groundwater if not properly
designed maintain and/or operated. Groundwater can also be affected by
water that percolates through waste materials and extracts or dissolves
substances from it and carries them into the groundwater.
23. The preceding impacts are mitigated or avoided by design measures to
control erosion and assure containment of waste and leachate through the
use of leachate collection and removal systems.
24. The Board has notified the discharger and interested agencies and persons
of its intent to prescribe waste discharge requirements for the discharge,
and has provided them with an opportunity to submit their written views and
recommendations.
25. The Board in a public meeting heard and considered all comments pertaining
to the discharge.
IT IS HEREBY ORDERED that the dischargers, their agents, successors and assigns
are to complete closure activities (modifications of clay cap), conduct
postclosure maintenance and monitoring pursuant to authority in Title 23,
Chapter 15, Section 2581 and California Water Code Division 7 and the following:
A. PROHIBITIONS
1. Wastes shall not be in contact with ponded water.
2. Leachate from wastes and ponded water containing leachate or in
contact with refuse shall not be discharged to waters of the State or
of the United States.
3. Wastes of any origin and type shall not be deposited or stored at this
site after the adoption of this Order.
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<PAGE> 24
4. The discharger, or any future owner or operator of this site, shall
not cause the following conditions to exist in waters of the State at
any place outside the waste management facility:
a. Surface Waters
1. Floating, suspended, or deposited macroscopic particulate
matter or foam.
2. Bottom deposits or aquatic growth.
3. Adversely alter temperature, turbidity, or apparent color
beyond natural background levels.
4. Visible, floating, suspended or deposited oil or other
products of petroleum origin.
5. Toxic or other deleterious substances to be present in
concentrations or quantities which may cause deleterious
effects on aquatic biota, wildlife or waterfowl, or which
render any of these unfit for human consumption either at
levels created in the receiving waters or as a result of
biological concentrations. [Note: the surface water and
shallow groundwater on and in the vicinity of the site are
not used for human consumption since they are brackish
and/or saline]
b. Groundwater
The groundwater shall not be degraded as a result of the waste
maintained at the facility.
B. SPECIFICATIONS
1. All reports pursuant to this Order shall be prepared under the
supervision of a registered civil engineer, California registered
geologist or certified engineering geologist.
2. The site shall be protected from any washout or erosion of wastes from
inundation which could occur as a result of a 100-year 24-hour
precipitation event, or as the result of flooding with a return
frequency of 100 years.
3. The existing leachate control facility shall be maintained and remain
operational as long as leachate is present and it poses a threat to
water quality.
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<PAGE> 25
4. All conveyance control facilities and hydraulic structures shall be
maintained to ensure normal flow of liquid and to prevent hydraulic
pressure buildup within the pipeline.
5. The discharger shall assure that the foundation of the site, the refuse
fill, and the structures which control leachate, surface drainage, erosion
and gas for this site are constructed and maintained to withstand
conditions generated during the maximum probable earthquake.
6. The facility's Leachate Collection and Removal System (LCRS) must be
capable of creating an inward leachate gradient which shall prevent
leachate migration offsite.
7. The existing LCRS shall be inspected monthly or more frequently as
necessary, and any accumulated fluid shall be removed.
8. The exterior surfaces (cap) shall be graded to promote lateral runoff of
precipitation and to ensure that ponding does not occur.
9. A detailed survey of the landfill's cap must be made, to assure that
construction is in compliance the requirement of Article 8 of Chapter 15.
10. The discharger shall maintain and monitor the waste unit to prevent a
statistically significant increase to exist between water quality at the
point of compliance as provided in Section 2550.5, Article 5 of Chapter 15.
11. In the event of a release of a constituent of concern beyond the Point of
Compliance, the site will begin a Compliance Period pursuant to Section
2550.6(a). During the Compliance Period, the discharger shall perform an
Evaluation Monitoring Program and a Corrective Action Program.
12. The discharger shall install any reasonable additional groundwater and
leachate monitoring devices required to fulfill the terms of any Discharge
Monitoring Program issued by the Executive Officer.
13. Methane and other landfill gases shall be adequately vented, removed from
the landfill units, or otherwise controlled to minimize the danger of
explosion, adverse health effects, nuisance conditions, or the impairment
of beneficial uses of water due to migration through the vadose
(unsaturated) zone in accordance with applicable regulatory requirements.
14. This Board considers the property owner and site operator to have
continuing responsibility for correcting any problems which arise in the
future as a result
7
<PAGE> 26
of this waste discharge or related operations during the active life and
post-closure maintenance period.
15. The discharger shall maintain all devices or designed features,
installed in accordance with this Order such that they continue to
operate as intended without interruption as provided for by the
performance standards adopted by the California Integrated Waste
Management Board.
16. The discharger shall provide and maintain a minimum of two permanent
surveyed monuments near the landfill from which the location and
elevation of wastes, containment structures, and monitoring facilities
can be determined throughout the post-closure and maintenance periods.
These monuments shall be installed by a licensed land surveyor or
registered civil engineer.
17. The Regional Board shall be notified immediately of any failure
occurring in the waste management unit. Any failure which threatens the
integrity of containment features or the landfill shall be promptly
corrected after approval of the method and schedule by the Executive
Officer.
18. The discharger shall comply with all applicable provisions of Chapter 15
that are not specifically referred to in this Order.
19. The discharger must reconstruct the final cover to meet the requirements
of CCR Title 23.
20. The discharger shall maintain the facility so as to prevent a
statistically significant increase in water quality parameters at the
point of compliance as provided in Section 2550.5. According to Sections
2550.2 and 2550.3 of Chapter 15, the discharger is also required to
establish a Water Quality Protection Standards (WQPS) and a list of
Constituents of Concern (COCs). The discharger shall meet the following
schedule in implementing the requirements of this Provision. The
discharger shall monitor a minimum of four quarters (one year) for the
parameters listed in Table 2. Based upon the results of the monitoring,
the discharger shall propose a revised list of COC's and monitoring
parameters in accordance with the requirements of this Order and Article
5 of Chapter 15. Within 15 months following the adoption of this Order,
the discharger shall submit a monitoring program to include a
statistical analysis method to the Board for approval by the Executive
Officer. A non statistical method (e.g., concentration trend analysis
and comparison to practical quantitation limits) will be utilized to
evaluate the significance of groundwater data until the proposed
statistical methods are approved by the Board.
8
<PAGE> 27
C. PROVISIONS
1. The discharger shall comply with all Prohibitions, Specifications, and
Provisions of this Order, immediately upon adoption of this Order or
as provided below.
2. The discharger shall submit a detailed POST EARTHQUAKE INSPECTION AND
CORRECTIVE ACTION PLAN acceptable to the Executive Officer to be
implemented in the event of any earthquake generating ground shaking
of Richter Magnitude 7 or greater at or within 30 miles of the
landfill. The report shall describe the containment features, and
ground water monitoring and leachate control facilities potential
impacted by the static and seismic deformations of the landfill. The
plan shall provide for reporting results of the post earthquake
inspection to the Board within 72 hours of the occurrence of the
earthquake. Immediately after an earthquake event causing damage to
the landfill structures, the corrective action plan shall be
implemented and this Board shall be notified of any damage.
REPORT DUE DATE: WITHIN THREE MONTHS OF
ADOPTION OF THIS ORDER
3. The discharger shall submit A CONTINGENCY PLAN to be instituted in the
event of a leak or spill from the leachate facilities. The discharger
shall give immediate notification to the San Francisco Bay Regional
Water Quality Control Board, the Local Enforcement Agency (LEA), and
the California Department of Toxic Substance Control. The discharger
shall initiate its corrective action plan to stop and contain the
migration of pollutants from the site.
REPORT DUE DATE: WITHIN THREE MONTHS OF
ADOPTION OF THIS ORDER
4. The discharger shall file with the Regional Board Discharge Monitoring
Reports prepared under the supervision of a registered civil engineer
or registered geologist performed according to any DISCHARGE
MONITORING PROGRAM issued by the Executive Officer.
5. The reports pursuant to these Provisions shall be prepared under the
supervision of a registered engineer or certified engineering
geologist.
6. The discharger shall comply with all applicable items of the attached
Discharge Monitoring Program, or any amendments thereafter.
7. In the event of any change in control or ownership of land or waste
discharge
9
<PAGE> 28
facilities presently owned or controlled by the Discharger, the Discharger
shall notify the succeeding owner or operator of the existence of this
Order by letter, a copy of which shall be immediately forwarded to this
office. To assume operation of this Order, the succeeding owner or
operator must apply in writing to the Executive Officer requesting
transfer of the Order. (Refer to Standard Provisions referenced above).
The request must contain the requesting entity's full legal name, the
address and telephone number of the persons responsible for contract with
the Board and a statement. The statement shall comply with the signatory
paragraph described in Standard Provisions and state that the new owner
or operator assumes full responsibility for compliance with this Order.
Failure to submit the request shall be considered a discharge without
requirements, a violation of the California Water Code.
8. The discharger shall immediately notify the Board of any flooding,
equipment failure, slope failure, or other change in site conditions which
could impair the integrity of waste or leachate containment facilities or
precipitation and drainage control structures.
NOTIFICATION: IMMEDIATELY
REPORT DUE DATE: WITHIN 7 DAYS AFTER THE INCIDENT
9. The discharger shall prepare, implement and submit a Storm Water Pollution
Prevention Plan in accordance with requirements specified in State Water
Resources Control Board General Permit for Storm Water Discharges
Associated with Industrial Activities (NPDES Permit No. CAS000001).
REPORT DUE DATE: April 1, 1995
10. The discharger must reconstruct those portions of the landfill's cap which
do not meet the requirements of Article 8, Section 2581 of Chapter 15. The
discharger is required to submit a complete and comprehensive construction
plan with 60 days of the adaption of this Order.
11. This order requires the discharger to initiate the semi-annual self
monitoring program as defined in the attached Parts A & B.
12. The discharger shall maintain a copy of this Order at the site so as to be
available at all times to site operating personnel.
13. This Board considers the property owner and site operator to have
continuing responsibility for correcting any problems which may arise in
the future as
10
<PAGE> 29
result of this waste discharge or related operations.
14. The discharger shall permit the Board or its authorized representative,
upon presentation of credentials:
a. Immediate entry upon the premises on which wastes are located or in
which any required records are kept.
b. Access to copy any records required to be kept under the terms and
conditions of this Order.
c. Inspection of any treatment equipment, monitoring equipment, or
monitoring method required by this Order or by any other California
State Agency.
d. Sampling of any discharge or ground water governed by this Order.
15. These requirements do not authorize commission of any act causing injury
to the property of another or of the public; do not convey any property
rights; do not remove liability under federal, state or local laws; and do
not authorize the discharge of wastes without appropriate permits from
other agencies or organizations.
16. This Order is subject to Board review and updating, as necessary, to
comply with changing State or Federal laws, regulations, policies, or
guidelines; changes in the Board's Basic Plan; or changes in the discharge
characteristics.
17. Copies of all correspondence, reports, and documents pertaining to
compliance with the Prohibitions, Specifications and Provisions of this
Order, shall also be provided to the Environmental Health Services
Division of San Mateo County.
18. The discharger shall analyze groundwater, leachate and surface water
samples for the parameters as presented in Table 2 of the Discharge
Monitoring Program for the Parkwood 101/westport landfill.
19. TASK 1; DOCUMENTATION OF INSTALLATION OF ADDITIONAL GROUNDWATER MONITORING
WELLS
Completion Date: March 1, 1995
The discharger is required to submit a technical report acceptable to the
Executive Officer that documents that the monitoring wells (MW3-1, MW3-2,
P5-1, LW-1) listed in Table No. 1 in Part B of the attached Self
Monitoring Program have been installed.
11
<PAGE> 30
20. This Order rescinds Orders No. 76-77 and 77-134.
I, Steven R. Ritchie Executive Officer, do hereby certify that the foregoing is
a full, complete, and correct copy of an Order adopted by the California
Regional Water Quality Control Board, San Francisco Bay Region, December 14,
1994.
/s/ STEVEN R. RITCHIE
----------------------------------------
Steven R. Ritchie
Executive Officer
Attachments:
1. Figures:
1. Site Location Map
2. General Geologic X-Section
3. Leachate Trenches Location Map
2. Discharge Monitoring Program
References:
Cooper Engineers (1983). Geotechnical and Waste Management Engineering Studies
for Approval of Concept Plan, Lands of Parkwood 101 Associates, Redwood City,
California.
Levin-Fricke, Inc. (1989). Solid Waste Assessment Test Investigation Report,
Westport Landfill Site, Redwood City, California. November.
McLaren Engineers (1989). Draft Supplemental Environmental Impact Report,
Westport Development Project. October.
United Soil Engineering INC. (1994). Clay Cap Thickness Investigation, Westport
Office Park, Marine World Parkway, Redwood City, California.
12
<PAGE> 31
Figure 1 -- Site Location Map
The Site Location Map shows the geographic region surrounding CoSine's facility
in Redwood City, California. The map depicts the snail-shaped Westport Office
Park, where CoSine's facility is located, in the center of the map with the
label "SITE" in a box pointing to the office park. Other features identified in
the diagram include Foster City to the north of the office park and the city of
Belmont to the south.
<PAGE> 32
Figure 2 -- GENERAL GEOLOGIC CROSS SECTION
The diagram of the General Geologic S-Section shows a cross section of the land
150 feet above and 200 feet below sea level in Redwood City, California. The
cross section begins with the Ground Surface on top, followed by a layer labeled
Bay Mud, a layer labeled Clay Zone Acquiclude and a layer labeled Deep Artesian
Aquifer Zone that are distinguished by different shading.
<PAGE> 33
Figure 3 -- Leachate Trenches Location Map
The Leachate Trenches Location Map depicts the snail-shaped Westport Office Park
located in Redwood City, California. The diagram identifies a Leachate and Gas
Control Trench No. 1, along with a Manhole No. 1, on the south-west area of the
office park, near an area labeled the Boardwalk. The diagram also identifies the
Peninsula Landing region on the south-east area of the office park and the
Belmont Slough to the north of the office park.
<PAGE> 34
CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD
SAN FRANCISCO BAY REGION
DISCHARGE MONITORING PROGRAM
FOR
WESTPORT INVESTMENTS INC.
PARKWOOD 101 CLOSED LANDFILL
REDWOOD CITY, SAN MATEO COUNTY
ORDER NO. 94-181
CONSISTS OF
PART A
AND
PART B
<PAGE> 35
PART A
A. GENERAL
Reporting responsibilities of waste dischargers are specified in
Sections 13225(a), 13267(b), 13383, and 13387(b) of the California Water
Code and this Regional Board's Resolution No. 73-16. This Discharge
Monitoring Program is issued in accordance with Provision C.4 of
Regional Board Order No. 94-181.
The principal purposes of a discharge monitoring program are:
(1) to document compliance with waste discharge requirements and
prohibitions established by the Board,
(2) to facilitate self-policing by the waste discharger in the
prevention and abatement of pollution arising from waste
discharge,
(3) to develop or assist in the development of standards of
performance, and toxicity standards,
(4) to assist the discharger in complying with the requirements of
Article 5, Chapter 15 as revised July 1, 1991.
B. SAMPLING AND ANALYTICAL METHODS
Sample collection, storage, and analyses shall be performed according to
the most recent version of EPA Standard Methods and in accordance with
an approved sampling and analysis plan.
Water and waste analysis shall be performed by a laboratory approved for
these analyses by the State of California. The director of the
laboratory whose name appears on the certification shall supervise all
analytical work in his/her laboratory and he/she or their authorized
representative shall sign all reports of such work submitted to the
Regional Board.
All monitoring instruments and equipment shall be properly calibrated
and maintained to ensure accuracy of measurements.
C. DEFINITION OF TERMS
1. A grab sample is a discrete sample collected at any time.
2. Receiving waters refers to any surface water which actually or
potentially receives surface or groundwater which pass over,
through, or under waste materials or contaminated soils. In this
case, the groundwater beneath and adjacent to the landfill
2
<PAGE> 36
areas and the surface runoff from the site are considered receiving waters.
3. Standard observations refer to:
a. Receiving Waters
1) Floating and suspended materials of waste origin: presence or
absence, source, and size of affected area.
2) Discoloration and turbidity: description of color, source, and size of
affected area.
3) Evidence of odors, presence or absence, characterization, source, and
distance of travel from source.
4) Evidence of beneficial use: presence of water associated wildlife.
5) Flow rate.
6) Weather conditions: wind direction and estimated velocity, total
precipitation during the previous five days and on the day of
observation.
b. Perimeter of the waste management unit
1) Evidence of liquid leaving or entering the waste management unit,
estimated size of affected area and flow rate. (Show affected area
on a map.)
2) Evidence of odors, presence or absence, characterization, source, and
distance of travel from source.
3) Evidence of erosion and/or daylighted refuse.
c. The waste management unit
1) Evidence of ponded water at any point on the waste management
facility.
2) Evidence of odors, presence or absence, characterization, source, and
distance of travel from source.
3) Evidence of erosion and/or daylighted refuse.
4) Standard Analysis (SA) and measurements are listed on Table 2
(attached).
D. SAMPLING, ANALYSIS, AND OBSERVATIONS
The discharger is required to perform sampling, analyses, and observations in
the following media:
1. Groundwater per Section 2550.7(b)
2. Surface water per Section 2550.7(c) and per the general requirements
specified in Section 2550.7(e) of Article 5, Chapter 15 and
3. Vadose zone per Section 2550.7(d). This item is neither feasible nor
applicable for this landfill.
3
<PAGE> 37
E. RECORDS TO BE MAINTAINED
Written reports shall be maintained by the discharger or laboratory, and
shall be retained for a minimum of five years. This period of retention
shall be extended during the course of any unresolved litigation regarding
this discharge or when requested by the Board. Such records shall show the
following for each sample:
1. Identity of sample and sample station number.
2. Date and time of sampling.
3. Date and time of analyses, and name of the personal performing the
analyses.
4. Complete procedure used, including method of preserving the
sample, and the identity and volumes of reagents used where
applicable; or reference to standard EPA methods.
5. Calculation of results.
6. Results of analyses, and detection limits for each analysis.
F. REPORTS TO BE FILED WITH THE BOARD
1. Written detection monitoring reports shall be filed by the 15th day of
the month following the report period. In addition, an annual report
shall be filed as indicated in F.3 below. The reports shall be
comprised of the following:
a. Letter of Transmittal
A letter transmitting the essential points in each report should
accompany each report. Such a letter shall include a discussion
of any requirement violations found during the last report
period, and actions taken or planned for correcting the
violations. If the discharger has previously submitted a detailed
time schedule for correcting requirement violations, a reference
to the correspondence transmitting such schedule will be
satisfactory. If no violations have occurred in the last report
period, this shall be stated in the letter of transmittal.
Monitoring reports and the letter transmitting the monitoring
reports shall be signed by a principal executive officer at the
level of vice president or his duly authorized representative, if
such representative is responsible for the overall operation of
the facility from which the discharge originates. The letter
shall contain a statement by the official, under penalty of
perjury, that to the best of the signer's knowledge, the report
is true, complete, and correct.
b. Each monitoring report shall include a compliance evaluation
summary. The summary shall contain:
4
<PAGE> 38
1) A graphic description of the velocity and direction of groundwater flow
under/around the waste management unit, based upon the past and present
water level elevation and pertinent visual observations. A statistical
evaluation of the water quality monitoring data for all groundwater
compliance points (As required under Part B (Table 1)).
2) The method and time of water level measurement, the type of pump used
for purging, pump placement in the well; method of purging, pumping
rate, equipment and methods used to monitor field PH, temperature, and
conductivity during purging, calibration of the field equipment,
results of the PH, temperature conductivity and turbidity testing, well
recovery time, and method of disposing of the purge water.
3) Type of pump used, pump placement for sampling, a detailed description
of the sampling procedure; number and description of equipment, field
and travel blanks; number and description of duplicate samples; type of
sample containers and preservatives used, the date and time of
sampling, the name and qualification of the person actually taking the
samples, and any other observations.
c. A map or aerial photograph shall accompany each report showing observation
and monitoring station locations.
d. Laboratory statements of results of analyses specified in Part B must be
included in each report. The director of the laboratory whose name appears on
the laboratory certification shall supervise all analytical work in his/her
laboratory and shall sign all reports of such work submitted to the Board.
1) The methods of analyses and detection limits must be appropriate for
the expected concentrations. Specific methods of analyses must be
identified. If methods other than EPA approved methods or Standard
Methods are used, the exact methodology must be submitted for review
and approval by the Executive Officer prior to use.
2) In addition to the results of the analyses, laboratory quality
assurance/quality control (QA/QC) information must be included in the
monitoring report. The laboratory QA/QC information should include the
method, equipment and analytical detection limits; the recovery rates;
and explanation for any recovery rate that is outside of the normal
range specified by the EPA for that method; the results of equipment
and method blanks; the results of spiked and surrogate samples; the
frequency of quality control analysis; and the name of the person(s)
performing the analyses.
e. An evaluation of the effectiveness of the leachate monitoring or control
facilities.
5
<PAGE> 39
which includes an evaluation of leachate buildup within the disposal
units, a summary of leachate volumes removed from the units, and a
discussion of the leachate disposal methods utilized.
f. A summary and certification of completion of all standard observations
for the waste management unit, the perimeter of the waste management
unit, and the receiving waters.
g. The quantity and types of wastes disposed of during the past quarter,
and the locations of the disposal operations.
2. CONTINGENCY REPORTING
a. A report shall be made by telephone of any seepage from the disposal
area immediately after it is discovered. This report shall be filed
with the Board within five days thereafter. This report shall contain
the following information:
1) a map showing the location(s) of discharge;
2) approximate flow rate;
3) nature of effects; i.e., all pertinent observations and analyses;
and
4) corrective measures underway or proposed.
b. A report shall be made in writing to the Board within seven days of
determining that a statistically significant increase occurred at a
point of compliance (between a down gradient sample and a WQPS).
Notification shall indicate what WQPS(s) has/have been
exceeded. The discharger shall immediately re-sample at the compliance
point where this difference has been found and reanalyze.
c. If re-sampling and analysis confirms the earlier finding of a
statistically significant increase between monitoring results and
WQPS(s), the discharger must submit to the Board an amended Report of
Waste Discharge as specified in Section 2550.8(k)(5) for
establishment of an Evaluation Monitoring Program (EMP) meeting the
requirements of Section 2550.9 of Chapter 15.
d. Within 180 days of determining statistically significant evidence of a
release, submit to the regional board an engineering feasibility study
for a Corrective Action Program (CAP) necessary to meet the
requirements of Section 2550.10. At a minimum, the feasibility study
shall contain a detailed description of the corrective action measures
that could be taken to achieve background concentrations for all
constituents of concern.
3. REPORTING
By January 31 of each year, the discharger shall submit an annual report to
the Board
6
<PAGE> 40
covering the previous calendar year. This report shall contain:
a. Tabular and graphical summaries of the monitoring data obtained
during the previous year; the report should be accompanied by a
5-1/4" or 3-1/2" computer data disk, MS-DOS ASCII format,
tabulating the year's data.
b. A comprehensive discussion of the compliance record, and the
corrective actions taken or planned which may be needed to bring
the discharger into full compliance with the waste discharge
requirements.
c. A map showing the area, if any, in which filling has been
completed during the previous calendar year. [Not applicable for
this site]
d. A written summary of the groundwater analyses indicating any
change in the quality of the groundwater
e. An evaluation of the effectiveness of the leachate
monitoring/control facilities, which includes an evaluation of
leachate buildup within the disposal units, a summary of
leachate volumes removed from the units, and a discussion of the
leachate disposal methods utilized.
4. WELL LOGS
A boring log and a monitoring well construction log shall be submitted
for each new sampling well established for this monitoring program, as
well as a report of inspection or certification that each well has been
constructed in accordance with the construction standards of the
Department of Water Resources. These shall be submitted within 30 days
after well installation.
7
<PAGE> 41
PART B
1. DESCRIPTION OF OBSERVATION STATIONS AND SCHEDULE OF OBSERVATIONS
A. ON-SITE OBSERVATIONS - Report Semi-annually
<TABLE>
<CAPTION>
STATION DESCRIPTION OBSERVATIONS FREQUENCY
<S> <C> <C> <C>
V-1 Located on the Standard Quarterly
thru waste disposal observations
V-'n' area as deli- for the waste
neated by a management
500 foot grid unit.
network.
P-1 Located at Standard Quarterly
thru equidistant observations
P-'n' intervals not for the
(perim- exceeding 1000 perimeter.
eter) feet around the
perimeter of
the waste
management unit.
</TABLE>
A map showing visual and perimeter compliance points (V and P stations)
shall be submitted by the discharger in the semi-annually monitoring
report.
B. GROUNDWATER, LEACHATE AND SURFACE WATER MONITORING
REPORT SEMI-ANNUALLY
Groundwater, surface water, leachate and seepage monitoring points shall
be monitored as outlined below on Table 1 and Table 2 and shown on Figure
1 (Attached).
During the wet season (October through April), estimate or calculate the
volume of storm water discharge from each outfall and collect and analyze
samples of storm water discharge from two storm events during each wet
season which produce
8
<PAGE> 42
significant storm water discharge as defined in State Water Resources
Control Board Order No. 92-12-DWQ (General Permit for Storm Water
Discharges). The samples must be analyzed for:
- pH, total suspended solids (TSS), specific conductance, and total
organic carbon (TOC).
- Toxic chemicals and other pollutants that are likely to be present in
storm water discharge in significant quantities.
9
<PAGE> 43
TABLE 1
MONITORING POINTS FOR EACH MONITORING MEDIUM:
<TABLE>
<CAPTION>
MONITORING MEDIA POINTS OF COMPLIANCE UPGRADIENT WELLS
---------------- ------------------------- ----------------
<S> <C> <C>
Surface Water SW1, SW2, SW3 SW1
---------------- ------------------------- ----------------
Groundwater Deep groundwater UPG-1
Monitoring Wells: P-2B,
P-1B, MW-1, MW-2.
Shallow Groundwater UGP-2
Monitoring Wells: P-8, P-7,
K-1, P-3, K-3,* K-4, P-5,
P5-1, K-5, MW-3, MW3-1,
MW3-2, S-3A, S-4A, P-4,
K-2, P-6
--------------- ------------------------- ---------------
Leachate *P-2A, P-1A, LW-1, S-1A, Not Applicable
S-2, S-5
--------------- ------------------------- ---------------
</TABLE>
* Leachate wells are not considered compliance points
* K-4 is not a compliance groundwater monitoring well
C. FACILITIES MONITORING
The discharger shall inspect all facilities to ensure proper and safe
operation once per quarter and report quarterly. The facilities to be
monitored shall include, but not be limited to:
a. Leachate collection and removal systems;
b. Surface water monitoring points;
c. Shallow and deep groundwater monitoring wells;
d. Perimeter diversion channels;
e. Leachate wells;
10
<PAGE> 44
I, Steven Ritchie Executive Officer, hereby certify that the foregoing
Self-Monitoring Program:
1. Has been developed in accordance with the procedures set forth in this
Board's Resolution No. 73-16 in order to obtain data and document compliance
with waste discharge requirements established in this Board's Order No.
94-181.
2. Is effective on the date shown below.
3. May be reviewed or modified at any time subsequent to the effective date,
upon written notice from the Executive Officer.
/s/ STEVEN R. RITCHIE
---------------------
Steven R. Ritchie
Executive Officer
Date Ordered: December 14, 1994
Attachments:
Figure 1 - Monitoring Points Location map
Table 2 - Discharge Monitoring Plan
11
<PAGE> 45
FIGURE 1
DIAGRAM
MONITORING POINTS LOCATION MAP
The Monitoring Points Location Map shows a diagram of the snail-shaped Westport
Office Park located in Redwood City, California, with monitoring points for
groundwater, surface water, leachate and seepage indicated by dots in various
areas.
<PAGE> 46
Table 2
Discharge Monitoring Plan, List of Analytical Parameters
<TABLE>
<CAPTION>
METHOD
PARAMETERS (USEPA) FREQUENCY REFERENCE
---------- ------- --------- ---------
<S> <C> <C> <C>
Leachate Level Measurements Field Semi-Annual 1
Water Level Measurements Field Semi-Annual 1
Temperature Measurements Field Semi-Annual 1
Electrical Conductivity Field Semi-Annual 3
pH Field Semi-Annual 3
Total Organic Carbon 415.1 Semi-Annual 2
Total Nitrogen (the sum of Nitrate 351.2 Semi-Annual 2
Nitrogen and Kjeldahl Nitrogen)
Turbidity Field Semi-Annual 1,4
Alkalinity, bicarbonate 310.1 Semi-Annual 2
Alkalinity, hydroxide 310.1 Semi-Annual 2
Biological Oxygen Demand 410.4 Semi-Annual 4
Amonia as N (nonionized) 350.1 Semi-Annual 4
Chemical Oxygen Demand 410.2 Semi-Annual 2,4
Total Dissolved Solids 160.1 Semi-Annual 2,4
Total Suspended Solids 160.2 Semi-Annual 2,4
Volatile Organic Compounds 8260 w/ Once in 5 yrs 3
(Appendix I) capillary
column
Volatile Organic Compounds 8260/w Once in 5 yrs 3
(Appendix I&II) capillary
column
Appendix II 8270 Once in 5 yrs 3
Semi-volatile Organics Compounds
Organophosphorus Pesticides & 8140 w/ Once in 5 yrs 3
PCB's capillary
column
</TABLE>
1
<PAGE> 47
<TABLE>
<CAPTION>
8150 w/
capillary
Chlorinated Herbicides column Once in 5 yr 3
-------------------------------------------------------------------------
<C> <C> <C> <C>
Arsenic 7061 Semi-annual 3
-------------------------------------------------------------------------
Cadmium 7131 Semi-annual 3
-------------------------------------------------------------------------
Chromium 6010 Semi-annual 3
-------------------------------------------------------------------------
Copper 6010 Semi-annual 3
-------------------------------------------------------------------------
Lead 7421 Semi-annual 3
-------------------------------------------------------------------------
Mercury 7470 Semi-annual 3
-------------------------------------------------------------------------
Nickel 6010 Semi-annual 3
-------------------------------------------------------------------------
Selenium 7740 Semi-annual 3
-------------------------------------------------------------------------
Silver 6010 Semi-annual 3
-------------------------------------------------------------------------
Zinc 6010 Semi-annual 3
-------------------------------------------------------------------------
</TABLE>
1. Not Applicable
2. Methods for Chemical Analysis of Water and Wastes, EPA600/4/79,029, revised
March 1983
3. EPA SW-846
4. Only for surface water monitoring
2
<PAGE> 48
EXHIBIT D TO LEASE AGREEMENT DATED MAY 26, 1998
BETWEEN WESTPORT JOINT VENTURE, AS LANDLORD, AND
COSINE COMMUNICATIONS, INC., AS TENANT.
HAZARDOUS MATERIALS REPORTS
PROVIDED TO TENANT
1) Applicability of Chemrisk Assessment for the Westport Site, Dated October
1989, to Currently Proposed Site Development Plan -- Report dated June 28,
1994, prepared by ChemRisk
2) Draft Supplemental Environmental Impact Report for Westport Development
Project dated October 1989, prepared by McLaren
3) Revised Discharge Monitoring Plan to Westport Landfill Site dated May
1996 prepared by Geomatrix Consultants
<PAGE> 49
[CHEMRISK(R) LOGO]
1135 Atlantic Avenue VANCE M. BROWN & SONS INC.
Alameda, CA 94501
(510) 521-5200 JUL 01 1994
FAX (510) 521-1547 RECEIVED
June 28, 1994
Mr. Tom Passanisi
Senior Planner
Redwood City Planning Division
1017 Middlefield Road
Redwood City, CA 94064
Dear Mr. Passanisi:
SUBJECT: APPLICABILITY OF CHEMRISK RISK ASSESSMENT FOR THE WESTPORT SITE,
DATED OCTOBER 1989, TO CURRENTLY PROPOSED SITE DEVELOPMENT PLAN
ChemRisk has reviewed the subject assessment for the purposes of determining
whether the newly proposed site development plan, additional data/information
developed since the completion of the assessment, or changes in the practices of
risk assessment (i.e., current state-of-the-art or regulatory defaults) over the
past five years would result in any changes in the conclusions of the
assessment. ChemRisk understands that the current proposal involves the
development of the site for all-commercial use.
The description of the proposed development made available for our review was
the Master Site Plan blue-line prepared by Kenneth Rodrigues & Associates Inc.
ChemRisk reviewed reports related to the site that were issued after the
completion of the risk assessment to determine whether they contained data or
information that might alter the conclusions of the risk assessment. This review
consisted of a review of the project files maintained by the San Mateo County
Department of Health Services, and information provided by Mr. Gary Moiseff,
Brown & Sons, Inc. who have been retained by the Westport owners to provide
general contracting services for the site.
FILE: D.2k -- WESTPORT #52350
"Applicability of Risk
Assessment to Current Plan.
Chem Risk. 06-28-94."
<PAGE> 50
Mr. Tom Passanisi
June 28, 1994
Page 2
EVALUATION OF POTENTIAL IMPACT OF CHANGES IN DEVELOPMENT PLAN
The following listings identify some of the principal attributes of the previous
plans that were taken into consideration in the development of the health risk
assessment and also attributes of the currently proposed plan.
Attributes of the Currently Approved. All-Commercial Plan Addressed by the Risk
Assessment:
- Filling of the lower lying area to bring finish floor elevations
to 120 feet.
- Anticipated two to ten feet of inert fill over refuse area for
all building sites.
- Construction of each of thirteen commercial buildings using 65
piles per building. Five of the buildings being located on the
mound area and a portion of two buildings on the panhandle area.
Attributes of the Previously Proposed Plan Addressed by the Risk Assessment -
Residential and Commercial Development:
- No filling of lower lying areas, however all development areas
to be overlain with additional clean fill to a minimum of one
foot.
- Grading of the panhandle area for the Island Drive extension,
involving temporary removal of current refuse cap of up to 8,000
square feet and possible excavation and disposal of an
undetermined amount of refuse. Approximately four weeks between
cap removal and re-establishment.
- Construction of residential buildings in the panhandle area
using 250 to 300 piles.
- Surcharging of the mound area involving the placement of eight
feet or more of soil, leaving a minimum of four feet of soil
after removal.
- Potential need for temporary cap removal and regrading in the
mound area over up to 8,000 square feet at a time.
- Open trenches for utility installation of up to 600 square feet
at a time.
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Mr. Tom Passanisi
June 28, 1994
Page 3
- Commercial building foundations on the mound area placed in the
cap soils, no cap penetrating footings or pilings.
- A number of passive landfill gas migration control features
incorporated in the design to limit lateral migration beyond
refuse fill areas and to prevent migration into buildings.
Attributes of the Currently Proposed, All-Commercial Plan:
- Filling of virtually all the lower lying areas to bring finish
floor elevations to 108.5 feet.
- Varying amounts of inert fill over the refuse area for all
building and paving areas. Fill and/or existing cap material
will be in compliance with the Integrated Waste Management Board
requirements for Post-Closure Development. There will be a
minimum of one foot thickness of 10(-6) cm. permeability cover
material included in a cover of a minimum total thickness of
four feet.
- Seven two-story buildings of 48,384 square feet each will be
constructed in the mound area. With the current design loads,
there would be 82 piles per building.
- There is currently no plan to remove any of the existing refuse
material for the Island Drive extension.
- The five two-story buildings located near the panhandle area are
not over the refuse fill. The plan shows parking and landscaping
over the panhandle refuse cap.
- No surcharging of the mound is planned.
- No removal of the cap in the mound area is anticipated but may
be required by the City of Redwood City at major utility lines.
- There will be open trenches for utility installation but they
will not necessarily be into the cap.
- Landfill gas migration control features will be included in the
project.
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<PAGE> 52
Mr. Tom Passanisi
June 28, 1994
Page 4
Analysis
The risk assessment presents two different modeling approaches for assessing the
release of gaseous contaminants to the atmosphere. One of the approaches is
based on the assumption that landfill gases are driven from the fill by the
generated gases, with the CAP HAVING NO EFFECT IN RETARDING RELEASE OF THESE
CONTAMINANTS (Thibodeaux Emission Model). THE CAP-ALTERING ACTIVITIES (E.G., THE
USE OF PILINGS, CAP REMOVAL, CAP DEPTH) ASSOCIATED WITH THE VARIOUS PLANS HAVE
NO IMPACT ON THIS WORST-CASE ANALYSIS. However, the results of the typical-case
analysis were based on the results of an emission model (Farmer's Model) that
would be affected by significant differences in the assumptions regarding cap
altering activities.
The attributes of the currently proposed plan with respect to refuse
cap-altering activities are similar to those associated with the two development
scenarios that were specifically evaluated in the risk assessment (and may
possibly be less than those that were evaluated). Given the similarity of the
general descriptions of the plans assessed by the risk assessment and the
currently proposed plan, and the fact that the risk assessment was developed
using two different approaches intended to bound the range of health risks posed
at the site, the assessment should adequately characterize the health risks
likely to be associated with development of the site under the currently
proposed plan. THE WORST CASE RISK ESTIMATES ASSOCIATED WITH INHALATION WOULD BE
UNAFFECTED BY ANY DIFFERENCES IN THE DEVELOPMENT PLAN, WHILE THE TYPICAL-CASE
RISKS PRESENTED IN THE ASSESSMENT COULD POTENTIALLY CHANGE IF SITE DEVELOPMENT
ACTIVITIES DIFFER SIGNIFICANTLY FROM THOSE OUTLINED IN THE ASSESSMENT.
The additional construction worker exposure scenarios associated with dermal
contact, inhalation, and ingestion, characterized in the response to EPA
comments, would be unaffected by changes in the site development plan.
The risk assessment provided estimates of risks for four distinct groups;
construction workers, on-site office park workers, on-site residents, and
offsite residents. Since the currently proposed plan is an all-commercial
development, none of the on-site residential exposure scenarios in the
assessment would be applicable.
EVALUATION OF POTENTIAL IMPACT ON ASSESSMENT OF ADDITIONAL SITE DATA/INFORMATION
Following are brief descriptions of the additional information or data provided
by the identified reports issued following publication of the health risk
assessment.
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<PAGE> 53
Mr. Tom Passanisi
June 28, 1994
Page 5
- CERCLA Listing Site Inspection. Redwood Shore Landfill, by: Ecology and
Environment, Inc., for EPA Hazardous site Evaluation Division, May 31,
1990.
The report documents the EPA sampling program and identifies the
presence of metals in soils at concentrations above reference levels as
one of the principal potential issues of concern, along with
documentation of presence of a variety of volatile compounds.
The types and patterns of contamination documented in the report do not
differ substantially from those identified for the purposes of the risk
assessment. No conclusions with regard to health risk are made in this
report.
The information presented in this report would not be expected to
substantially alter the risk assessment.
- Landfill Gas Monitoring for June 1993, Closed Parkwood 101 Landfill
Redwood City, California, Tejima and Associates, Inc, June 11.
The findings of the investigation were summarized as follows in the
report:
"Landfill gas is present in high concentrations in the highest and
central portion of the mound area. Moderate levels of gas exist along
the perimeter of the mound. Very low levels of gas are present in the
"pan-handle" area."
These observations are consistent with previous reports which were used
in the development of the risk assessment.
- Landfill Gas Monitoring for June 1992, Closed Parkwood 101 Landfill
Redwood City, California, Tejima and Associates, Inc, June 10.
The findings of the investigation were summarized as follows in the
report:
"Landfill gas is present in high concentration in the highest and
central portion of the mound area. Moderate levels of gas exist along
the perimeter of the mound. Very low levels of gas are present in the
"pan-handle" area."
These observations are consistent with previous reports which were used
in the development of the risk assessment.
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<PAGE> 54
Mr. Tom Passanisi
June 28, 1994
Page 6
- Landfill Gas Monitoring. for June 1991, Closed Parkwood 101 Landfill
Redwood City, California, and Associates, Inc, June 12.
The findings of the investigation were summarized as follows in the
report:
"Landfill gas is present in moderate to high concentrations in all but
the highest and central portion of the mound area. Low levels of gas are
present in the "panhandle" area."
These observations are consistent with previous reports, with the
exception that gas levels were reduced in the central portion of the
mound. The reported results do not suggest any significant changes in
conditions at the site.
- Results of Subsurface Investigations. Peninsula Landings Condominiums.
Treadwell & Rollo, Inc, Transmittal Letter dated September 14, 1993.
The report consists of laboratory data sheets. No data compilation or
interpretation was included. The laboratory sheets indicate that samples
contained a variety of metals and low concentrations of base/neutral and
acid extractable and volatile compounds in water, soil, and what
appeared to be soil gas.
The nature and magnitude of contamination is consistent with that
reported in other studies in the area studies.
Report on Results of Health-Based Screening Level Risk Analysis of
On-Site Lead-Affected Soils, Westport Development Site, Redwood City,
California, Lavine-Fricke, March 8, 1994.
Addresses health risks associated with presence of lead at the site.
Concluded that lead contamination was unlikely to produce unacceptable
blood lead levels for on-site workers. An ambient air action level was
developed to identify acceptable concentrations of lead in air and soil
associated with construction activities.
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<PAGE> 55
Mr. Tom Passanisi
June 28, 1994
Page 7
EVALUATION OF POTENTIAL IMPACT ON THE ASSESSMENT FROM CHANGES IN
STATE-OF-THE-ART OR REGULATORY DEFAULT
Three different aspects of the risk assessment were examined to identify whether
there have been any changes in the practice in the past five years that are
likely to affect the conclusions of the assessment. These three aspects include:
- Estimates of the toxicity of contaminants
- Inputs parameters used in calculation (e.g., exposure
parameters)
- The type of models used
U.S. EPA was actively involved in evaluating the site at the time of the
development of the risk assessment. Following completion of site listing
investigations, U.S. EPA withdrew from involvement in the site, and the
California EPA is now more active. California EPA has developed guidance on the
performance of risk assessments that often differs, to some extent, from Federal
guidance. Potential differences in the approach to the assessment based on State
guidance are identified in the following discussions.
Toxicity of Contaminants
Health risks for exposures to carcinogens are defined in terms of probabilities.
The probabilities identify the likelihood of a carcinogenic response in an
individual that receives a given dose of a particular compound. These
probabilities are expressed in terms of the carcinogenic potency factor (CPF).
California-EPA issues CPFs from their Standards and Criteria Work Group. The
cancer potency factors used in the assessment were reviewed against those
currently recommended by California. The following table summarizes the CPFs
used in the analysis and those currently recommended by Cal-EPA.
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<PAGE> 56
Mr. Tom Passanisi
June 28, 1994
Page 8
<TABLE>
<CAPTION>
CHANGE
CPF USED IN CPF FROM CAL- (Cal-EPA
COMPOUND ASSESSMENT EPA CPF/CPF used)
<S> <C> <C> <C>
Benzene 0.029 0.1 3.5
Chloroform 0.081 0.019 0.23
Methylene 0.0016 0.0035 2.2
Chloride
Trichloroethylene 0.017 0.01 1.2
Vinyl Chloride 0.295 0.27 0.92
</TABLE>
As indicated in the table, CPFs currently recommended by Cal-EPA differ by up to
a factor of over 4 (i.e., Chloroform CPF used in assessment over 4 times higher
than Cal-EPA CPF). The majority of the health risks estimated in the assessment
are associated with vinyl chloride and benzene, therefore, changes in the CPFs
for these compounds would have the greatest impact on the conclusions of the
risk assessment. The current Cal-EPA CPF for vinyl chloride is a little lower
than that used in the assessment and benzene is higher. Based on the
contribution each of these compounds make to the total risk, the indicated
changes in the CPFs would likely balance one another out, with the estimated
total risk remaining about the same as that presented in the assessment.
Input Parameters
The Federal EPA has commented that arithmetic means should be used rather than
geometric means which were used in the analysis. If the arithmetic means
calculated by Federal EPA in their comments were used in the analysis, the
highest estimated cancer risk, which was predicted for the on-site worker,
worst-case project occupancy scenario, would be just under one-in-one million.
The additional construction worker exposure scenarios documented in the response
to comments use the maximum concentrations, and therefore would be unaffected.
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<PAGE> 57
Mr. Tom Passanisi
June 28, 1994
Page 9
A soil ingestion rate of 10 mg per day was used in the additional construction
worker exposure scenarios developed in the response to comments. Both Federal
and Cal-EPA currently call for a default assumption of 100 mg per day for
adults. This factor of 10 increase in ingestion would raise the predicted cancer
risks from ingestion of maximally contaminated soil to approximately 2 x 10(-8)
(2 chances in one hundred million), still extremely small.
Exposure/Transport Models
Another issue that would likely receive different analytic treatment is related
to the detection of lead in three locations in excess of 1,000 ppm. Our response
to comments contained an analysis that used a subchronic RfD for lead. At
present, neither U.S. EPA or Cal-EPA has established health criteria for an
acceptable intake level of lead for humans. Federal EPA has provided interim
guidance for safe levels of lead in residential soil that indicate that a
surface soil concentration of lead between 500 to 1,000 ppm is protective, that
is, lead concentrations within this range should not pose a health hazard.
Cal-EPA requires that, in cases where inorganic lead levels exceed 130 ppm in
soil, a model called LEADSPREAD be used to identify acceptable concentrations.
The use of LEADSPREAD typically indicates that lead concentration between 250
and 500 ppm in soil are required to protect children at residential sites, while
concentrations of 4,000 ppm are protective at commercial sites where adults are
the principal occupants. In any case, the County Health Department has directed
the property owner to remediate the identified lead hot-spots, regardless of the
risk they pose. Therefore, the assessment of risks from lead at the site should
not be an issue after completion of the remediation.
State-of-the-Art
Regulatory approaches to risk assessment have continued to emphasize the use of
default assumptions that tend to over-estimate risk, or lead to worst-case
estimates of risk. The current state-of-the-art assessments emphasize the
development of the best-estimate of the health risks for the various exposed
populations, and the estimation of the quantitative uncertainty in these
estimates. The risk assessment for the Westport site provides worst-case risk
estimates using very conservative assumptions, and some less-than-worst-case
risks using less conservative assumptions. A state-of-the-art assessment would
likely produce best-estimates of health risk that are substantially lower than
those presented in the risk assessment.
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<PAGE> 58
Mr. Tom Passanisi
June 28, 1994
Page 10
CONCLUSIONS
ChemRisk has reviewed the proposed all-commercial site development plan,
additional data/information developed since the completion of the assessment,
and recent changes in the practice of risk assessment for the purposes of
evaluating the applicability of the ChemRisk Risk Assessment for the Westport
Site dated October, 1989, to the currently proposed development plan. Our review
did not identify any information that would suggest that the estimated health
risks or conclusions of the risk assessment would be altered under the currently
proposed site development plan.
Sincerely,
/s/ STEPHEN RIPPLE
Stephen Ripple
Chief Health Scientist
[CHEMRISK(R) LOGO]
<PAGE> 59
DRAFT
SUPPLEMENTAL ENVIRONMENTAL IMPACT REPORT
----------------
WESTPORT DEVELOPMENT PROJECT
OCTOBER 1989
SCH # 88032906
Prepared for:
REDWOOD CITY PLANNING COMMISSION
1017 Middlefield Road
Redwood City, California 94064
Prepared by:
McLAREN
11101 White Rock Road
Rancho Cordova, California 95670
[McLAREN LOGO]
<PAGE> 60
EXECUTIVE SUMMARY
A single family/multi-family residential and commercial project on Redwood
Penninsula in Redwood City, near Marine Parkway and Island Drive. The proposed
project consists of approximately 190 single family and 330 multi-family units
and 500,000 square feet of commercial space at a closed landfill site.
Since the proposed project is a modification of a previously proposed project
for which a Final Environmental Impact Report has been prepared, the City of
Redwood City has required preparation of this Supplemental EIR (SEIR) pursuant
to Section 15163 of the CEQA Guidelines. Generally, this SEIR provides a
detailed health risk assessment for the project site and evaluates project
alternatives. For additional information concerning the environmental setting,
impacts and mitigation measures for the proposed project, the reader is referred
to the original FEIR.
Principal areas of environmental concern associated with the proposed project
are:
o Public Health
o Air Quality
o Traffic
The following summarizes potential impacts and mitigation measures associated
with the environmental issues of concern:
Public Health. Results of soil, gas and water sampling performed at the site
indicated a potential for the site to release volatile compounds to the air and
localized presence of contaminants in the shallow groundwater in the mound area
of the site. However, results of the health risk assessment performed for the
project show that no significant health risks are expected to occur as a result
of project development. That is to say, an increase in expected cancer
occurrence is anticipated to be less than 1 in 10,000,000 people exposed to the
contaminants at the predicted level. This is well below EPA standards for
significant health risk.
i
<PAGE> 61
Air Quality. With some exception, the projected traffic-related emissions
resulting from the project exceed levels of significance suggested by the Bay
Area Air Quality Management District. Mitigation measures that can reduce these
impacts include: encouragement of public transit use, provision of facilities
for bicyclists and provision of on-site recreational facilities. The combined
residential and commercial nature of the proposed project could allow some
residents to work near their homes.
Impacts associated with landfill gases are considered insignificant. Specific
measures that would be incorporated into the building and site design include:
structure underlayments that prevent gas entry, barriers along utility
conveyances, gas interceptor trench around the refuse fill areas, and a health
and safety plan including specifications for construction practices and worker
protection.
Traffic. Implementation of the proposed project would add approximately 10,700
additional vehicle trips to the existing circulation system. Significant
cumulative impacts associated with the additional traffic include three nearby
intersections which would operate at level of service designations E or F during
peak traffic periods (E - Severe congestion with some long-standing lines of
traffic, which may block nearby intersection(s) upstream of critcal
approach(es); F - total breakdown, stop-and-go operation). Mitigation measures
that could partially reduce traffic impacts include intersection improvements
such as the installation of signal controls, restriping, and the addition of
turning lanes.
The proposed project does not have significantly different visual, noise, land
use or socioeconomic impacts beyond those identified in the original FEIR
prepared for the multi-family/comercial project.
ii
<PAGE> 62
SECTION 1.0 - INTRODUCTION
1.1 PROJECT BACKGROUND
The City of Redwood City is currently in the process of considering changes to
its existing General Plan, Specific Plan and Zoning designations for a proposed
development in its Redwood Peninsula area. Figures 1-1 and 1-2 show the regional
and site location maps. As a component of this decision-making process, the City
required that a comprehensive Environmental Impact Report (EIR) be prepared in
compliance with the California Environmental Quality Act (CEQA). The EIR was
certified on December 6, 1988. Certification of the Final EIR (FEIR) was
appealed by local residents. The City Council upheld certification of the FEIR
after considering the appeal at three public hearings and in doing so placed
specific conditions on the certification. The conditions included preparation of
a Supplemental EIR (SEIR) which contains:
o Amore detailed site plan.
o Assessment of health risks associated with site development and
occupancy.
Environmental concerns included public health effects, traffic, and air quality.
Subsequent to the above City Council requirements, changes were proposed in the
proposed project. Project modifications intended to address environmental
concerns are relocation of residential units and reduction in densities. The
number of residential units dropped from 1,192 multi-family units to
approximately 190 single family units and approximately 330 multifamily units.
The amount of commercial space remained at approximately 500,000 square feet.
This SEIR addresses new potentially significant impacts of the proposed project
and its alternatives. (Note: "Proposed project" and "project" refer to the
currently proposed single-family/multi-family/commercial project).
A complete description of the project and its potential environmental effects
are the subject of this SEIR. Section 2.0 offers a detailed project
1
<PAGE> 63
Figure 1-1
[REGIONAL LOCATION MAP]
This Regional Location Map depicts the area where the Westport Office Park is
located, as identified by the words "Project Site" towards the center of the
map. To the north of the Project Site is Oakland and to the southeast is San
Jose.
<PAGE> 64
TABLE OF CONTENTS
<TABLE>
<CAPTION>
Page
----
<S> <C>
EXECUTIVE SUMMARY........................................................... i
1.0 INTRODUCTION............................................................ 1
1.1 Project Background.............................................. 1
1.2 Other Environmental Documents Incorporated by Reference......... 4
2.0 PROJECT DESCRIPTION..................................................... 5
3.0 PUBLIC HEALTH........................................................... 9
3.1 Setting......................................................... 9
3.1.1 Soil and Groundwater Sampling......................... 9
3.2 Impacts.........................................................16
3.2.1 Introduction..........................................16
3.2.2 Hazard Identification.................................16
3.2.3 Dose-Response Evaluation..............................17
3.2.4 Exposure Assessment...................................18
3.2.5 Risk Characterization.................................19
3.3 Mitigation......................................................19
4.0 TRAFFIC, AIR QUALITY, VISUAL RESOURCES, NOISE, LAND USE,
AND SOCIOECONOMICS......................................................20
5.0 ORGANIZATIONS AND PERSONS CONSULTED.....................................23
</TABLE>
LIST OF APPENDICES
Appendix I: Sampling Report
Appendix II: Health Risk Assessment
Appendix III: Table S-1 from FEIR
<PAGE> 65
LIST OF FIGURES
<TABLE>
<CAPTION>
Page
----
<S> <C>
FIGURE 1-1: REGIONAL LOCATION MAP............................................ 2
FIGURE 1-2: PROJECT SITE LOCATION............................................ 3
FIGURE 2-1: SITE PLAN........................................................ 6
FIGURE 2-2: 1988 TOPOGRAPHY SHOWING REFUSE DISPOSAL AREAS.................... 7
FIGURE 3-1: VAPOR MONITORING WELL LOCATIONS..................................11
FIGURE 3-2: SOIL SAMPLING LOCATIONS..........................................13
FIGURE 3-3: SURFACE WATER SAMPLING AND GROUNDWATER
MONITORING WELL LOCATIONS........................................14
FIGURE 4-1: AM (PM) PEAK TRAFFIC PROJECTION COMPARISON.......................21
</TABLE>
<PAGE> 66
Figure 1-2
[PROJECT SITE LOCATION MAP]
This Project Site Location Map depicts the area where the Westport Office Park
is located, as identified by the words "Project Site." The map shows Foster City
to the north of the Project Site and the Bayshore Freeway to the south.
<PAGE> 67
description. Impacts and mitigation measures associated with public health,
traffic, air quality, visual resources, noise, land use, socioeconomics and
other issues are described in Sections 3.0 and 4.0 of this SEIR and the original
FEIR.
1.2 OTHER ENVIRONMENTAL DOCUMENTS INCORPORATED BY REFERENCE
Section 15150 of the CEQA Guidelines provides for incorporation of background
documents relevant to the CEQA process. Pursuant to these Guidelines, the
following document is hereby incorporated by reference:
o Final Environmental Impact Report. Westport Development Redwood
City, California, Woodward-Clyde Consultants, 1988 (SCH#
88032906)
The 1988 FEIR describes the project area's environmental setting and identifies
impacts, alternatives and mitigation measures for the original multi-family/
commercial proposal. Copies of this report are available for public review at
the Redwood City Planning Department, 1017 Middlefield Road, Redwood City,
California 94603.
4
<PAGE> 68
SECTION 2.0 - PROJECT DESCRIPTION
The proposed project is approval of approximately 190 single-family homes.
approximately 330 multi-family units, and approximately 500,000 square feet of
commercial space within the areas designated in the site plan, Figure 2-1. The
residential portion of the project will incorporate approximately 50 acres while
the commercial portion will encompass an estimated 34 acres.
The objective of the proposed project is to provide commercial uses and housing
opportunities in close proximity to one another while efficiently utilizing the
land and environmental resources of the proposed project site.
For preparation of this document, it was assumed that the multi-family unit
design would remain consistent with those proposed in the original FEIR and that
single-family homes would not exceed two stories. Commercial space as proposed
will remain as described in the original FEIR. This document consequently
focuses on those impacts pertaining to the reduction in residential density and
potential landfill-related health risks associated with development and
occupancy of the project. The anticipated residential density for the project is
11.0 dwelling units per acre compared to the originally planned 24 units per
acre. Access to the project is proposed to remain as proposed in the original
FEIR.
From 1948 until 1970, a portion of the project site was used for landfill
disposal of municipal solid waste and incinerator ash. Figure 2-2 shows the
location of the refuse disposal areas. The disposal areas consist of a long,
relatively narrow low mound in the southwesterly portion of the site, and a
relatively high mound in the southeasterly portion. The low, narrow mound is
commonly referred to as the "Panhandle" and the higher area is referred to as
the "Mesa" or "Mound".
As seen in Figure 2-1, single-family housing will be located outside of the area
of the former landfill. Multi-family housing will be the only residential
development located on the inactive landfill and will be located
5
<PAGE> 69
[FIGURE 2-1 SITE PLAN]
This diagram depicts the snail-shaped Westport Office Park area. The diagram is
divided into three sections, labeled Single Family Housing, Commercial Office
Park and Multi-Family Housing.
<PAGE> 70
[FIGURE 2-2 1988 TOPOGRAPHY SHOWING REFUSE DISPOSAL AREAS]
This diagram depicts the snail-shaped Westport Office Park area, and identifies
the Belmont Slough to the north and east and a Panhandle Area to the south.
<PAGE> 71
in the "panhandle" area. The area of the landfill identified in the FEIR as the
mesa, or mound area, will be fully developed as commercial (office and research
& development-type) space.
8
<PAGE> 72
SECTION 3.0 - PUBLIC HEALTH
Public and agency concern regarding potential health effects of project
development and human occupancy on a closed landfill resulted in Council
requirements to perform a detailed health risk assessment for the project. In
order to perform the assessment, it was necessary to obtain data regarding the
nature and extent of contamination. Sampling and analysis of soil and
groundwater to obtain the data with which to describe the environmental setting
for public health is discussed in Section 3.1.1. Results of the health risk
assessment which describes potential impacts related to public health are
discussed in Section 3.2. Mitigation measures that can reduce potential impacts
to levels of insignificance derived from the project proposal and health risk
assessment and are identified in Section 3.3.
3.1 SETTING
3.1.1 Soil and Groundwater Sampling
Sampling of media was performed at the proposed project site during the period
of April through August 1989. The sampling supplemented existing data (Tejima,
1988a,b; Levine-Fricke, 1989a,b,c) and was used to support development of a
health risk assessment for the site. The sampling report, presenting the
sampling rationale, methods, and analytic results, is provided in Appendix I.
Appendices of the sampling report are on file with the Redwood City Planning
Department for public inspection and are not appended for the SEIR.
Three separate phases of sampling were performed. The initial phase (April 1989)
involved soil vapor sampling from six existing vapor wells and collection of
seven surface soil samples to determine surface soil moisture content.
The second phase (June-July 1989) was designed to replicate some of the previous
sampling completed by various contractors and to collect additional
9
<PAGE> 73
data for the risk assessment. The second sampling phase involved:
- 10 Soil Vapor Wells
- 6 new and 4 existing wells
- 42 Soil Samples
- Chemical analysis of 20 composited surface samples
- Chemical analysis of 10 subsurface samples
- Physical analysis of 12 subsurface samples
- 12 Groundwater Samples and Survey
- 7 shallow (refuse zone) and 5 deeper wells
(below refuse zone)
- Well survey and water elevation survey (24 wells)
The third phase of sampling was undertaken in August 1989 in response to EPA
requests for additional data for use in their Hazard Ranking System model. This
phase included collection and analysis of:
- 4 "background level" (off-site) soil samples, 2 surface and 2
subsurface;
- 10 composited subsurface samples from the refuse areas;
- 5 Belmont Slough surface water samples from EPA-designated
locations;
- Soil gas from a new vapor well installed at the northeast
portion of the mound; and
- Groundwater from a new shallow well installed northeast of the
mound.
In addition, a surface soil sample was collected from the State Lands adjacent
to the levee, and groundwater samples were collected from wells to replicate
some of the second phase sampling. In summary, the three phases of sampling
included:
- 17 soil vapor samples collected throughout the refuse mound and
panhandle (Figure 3-1);
10
<PAGE> 74
[FIGURE 3-1 SITE PLAN WITH VAPOR MONITORING WELL LOCATIONS]
This diagram depicts the snail-shaped Westport Office Park area, and identifies
the Belmont Slough to the north and east and a Panhandle Area to the south.
Towards the center of the diagram there is a Mound Area with lines that
indicate the contours of the land.
<PAGE> 75
- 20 composited surface soil samples collected throughout the entire
85 acre site (panhandle, mound, and non-refuse fill areas; Figure
3-2);
- 20 subsurface soil samples collected throughout the site (Figure
3-2); and
- 15 groundwater samples, shallow deeper, collected from all three
areas plus two off-site areas (Figure 3-3).
Results of sampling activities allow assessment of both the extent of
contamination and groundwater flow characteristics at the site. The sampling
report details the sampling approach and documents the analytic results. Because
of the rather extensive nature of the sampling at the site, a fairly complex
data set has been generated. The sampling report discusses contaminants by
various classifications. Major classifications of compounds include:
- Metals. Metals are naturally occurring in soils and waters, but when
present in elevated concentrations have the potential for causing
adverse health effects. Metals in the environment are typically in the
solid state such that human exposure to metals can only occur if the
contaminated material is ingested (eaten) or inhaled as a particle.
- Volatiles. Volatiles are organic compounds (most commonly known as
solvents) that tend to evaporate readily. Volatiles in the environment
are typically in the liquid or gaseous state such that human exposure to
volatiles can occur if contaminated material is ingested (drinking) or
inhaled as a vapor in the air. They also have the potential for
penetrating the skin, particularly when contacted as a liquid.
12
<PAGE> 76
[FIGURE 3-3 SITE PLAN WITH SURFACE WATER SAMPLING AND
GROUNDWATER MONITORING WELL LOCATIONS]
This diagram depicts the snail-shaped Westport Office Park area, and identifies
29 well locations.
<PAGE> 77
[FIGURE 3-2 SITE PLAN WITH SOIL SAMPLING LOCATIONS]
This diagram depicts the snail-shaped Westport Office Park area, and identifies
soil sample locations across the site. The diagram contains a grid that divides
the diagram into quadrants.
<PAGE> 78
Concerned Public
Morris Eisenberg
Peninsula Landing Homeowners Association
Redwood Shores Committee on Westport
Wayne Wheeler
Peninsula Landing Homeowners Association
24
<PAGE> 79
DRIVEWAY USAGE
<TABLE>
<CAPTION>
Land-Use Type Bridge Parkway Island Drive Shell Parkway
------------- -------------- ------------ -------------
<S> <C> <C> <C>
Residential
Apartments 54% 46% -
Single-Family - 100% -
Office /a/ - 50% 50%
/a/ Assumed the same percentages used in EIR
</TABLE>
<PAGE> 80
SECTION 5.0 - ORGANIZATIONS AND PERSONS CONSULTED
U.S. EPA
Region IX
Donald White
Chief, Field Operations Branch
Anita Parker
Tom Mix
California Regional Water Quality Control Board
San Francisco Bay Region
Richard McMurtry
Chief, Land Disposal Division
Department of Health Services
Public Health Division - Environmental Health
County of San Mateo
Brian Zamora
Director of Environmental Health
Bill Lent
California Waste Management Board
George Larson
Manager, Resource Conservation and Local Planning Divisions
Bay Area Air Quality Management District
John Swanson
Director, Permit Services
Patricia Holmes
Toxicologist
San Francisco Bay Conservation and Development Commission
Margit Hind Aramburu
Bay Design Analyst
23
<PAGE> 81
[Figure 4-1]
[Intentionally left blank.]
21
<PAGE> 82
[FIGURE 4.1 AM(PM) PEAK TRAFFIC PROJECTION COMPARISON]
This diagram contains 2 maps of street intersections for the Westport Office
Park area, with arrows showing the proposed traffic estimates. Both maps show
Marine Parkway, as intersected by Shell Drive, Island Drive and Bridge Parkway.
<PAGE> 83
3.2.5 Risk Characterization
Risk characterization summarizes health risks posed to specific groups by
identified hazards. At the Westport development site, predicted exposures are
well below those considered "safe" in agency literature. No significant health
effects are expected to occur as a result of project development. Worst-case
risks for both the on and off-site residents are estimated to be below 10-7.
That is to say, an increase in expected cancer occurrence is anticipated to be
less than 1 incidence in 10,000,000 people exposed to the contaminants at the
predicted level. The estimated increased risk to construction and office workers
is anticipated to be less than 1 in 100,000,000 since they are expected to be
at the site. A detailed technical discussion of the estimated risks is provided
in Section 5.0 of Appendix II.
3.3 MITIGATION
Specific measures that would be incorporated into the building and site design
would include:
- Structure underlayments (barriers) that prevent gas entry and
accumulation,
- Barriers along utility conveyances to prevent gas migration,
- Gas interceptor trench around the refuse fill areas to prevent
gas migration,
- A health and safety plan to be approved by the County Health
Officer including specifications for construction practices and
worker protection during subsurface work, and
- Annual soil/gas monitoring to detect significant increases in
contaminant generation.
19
<PAGE> 84
SECTION 4.0 - TRAFFIC, AIR QUALITY, VISUAL RESOURCES, NOISE, LAND USE, AND
SOCIOECONOMICS
The revised project will not have significantly different impacts in other areas
studied by the original FEIR (Traffic, Air Quality, Visual Resources, Noise,
Land Use, Socioeconomics). A summary table of the impacts and mitigation
measures from the FEIR is included in Appendix IV.
The proposed project does not extend Bridge Parkway through the site to a
connection at Island Drive. The single family portion of the site will be
accessed via Island Drive. The multi-family portion of the site will have access
to both Bridge Parkway and Island Drive. The revised design and the reduction of
the total number of residential units on the site will reduce the amount of
vehicles on Bridge Parkway and Marine Parkway. The Level of Service (LOS) of
each intersection on Marine Parkway from Highway 101 to Shell Drive will be the
same or better under the proposed project than under the previous multi-family
commercial alternative with exception of the intersections of Marine with Island
Drive and Shell Parkway. The latter two intersections will have a lower LOS,
however, the reduction is not considered significant. Figure 4-1 compares the
vehicle counts of the proposed project with the project described in the FEIR.
20
<PAGE> 85
- Semi-volatiles. Semi-volatiles are organic compounds that do not
evaporate readily. Semi-volatiles in the environment are typically in
the liquid or semi-solid state such that human exposure to
semi-volatiles is most likely to occur if contaminated material is
ingested (drinking or eating) and, to some extent, contacted with the
skin.
Although it is difficult to make broad generalizations about the sampling
completed at the site, the following points summarize some key conclusions of
the sampling and analysis:
- Repeated sampling of shallow groundwater in the refuse fill areas of the
site has indicated the presence of relatively low concentrations of a
number of volatile and semi-volatile compounds.
- Repeated sampling of soil vapor in the mound area of the site has
indicated the presence of relatively low concentrations of a number of
volatile compounds.
- Sampling of other site areas and media (e.g. soil, water) have suggested
isolated locations of low levels of contaminants. Where repeat sampling
or analysis was performed on these other areas or media, the sampling
generally failed to confirm the presence of contaminants. Replication of
sampling or analytic results is key to establishing the actual presence
of contaminants at a site since sample contamination can easily result
in a false reporting at the very low detection levels used. The sampling
suggested no other overall pattern of contamination of a particular
media or general area of the site.
The most significant findings of the sampling from the standpoint of potential
health impact are the potential for the site to release volatile compounds to
the air, which people can inhale, and the localized presence of contaminants
15
<PAGE> 86
in the shallow groundwater in the mound area of the site, which construction
workers could contact during construction. The potential health impact posed by
these compounds is the subject of the risk assessment.
3.2 IMPACTS
3.2.1 Introduction
The health risk assessment, provided as Appendix II, was developed to
characterize the nature and extent of health risks which in the case of public
health represent potential health-related environmental impacts associated with
development of the former refuse landfill. The approach utilized in this
assessment is consistent with current practices of risk assessment as described
in guidance documents developed by the U.S. Environmental Protection Agency
(EPA) and the California Department of Health Services (DHS). The assessment
addresses the four elements of the risk assessment process:
- Hazard Identification
- Dose-Response Assessment
- Exposure Assessment
- Risk Characterization
These four elements are summarized as follows:
3.2.2 Hazard Identification
Hazard identification is the process of determining whether an increased
incidence of a particular health condition (cancer, birth defects, etc.) will
occur due to the presence of a particular contaminate.
Hazards are identified based on sampling and analysis of site soils,
groundwater, surface water, air and soil vapor. Proposed activities that could
potentially cause release of contaminants are also identified and evaluated.
Physical, chemical and toxicological characteristics of identified
16
<PAGE> 87
chemicals are then used to determine appropriate and commonly accepted safe
exposure levels and significant exposure routes. Identified potential
hazards/chemicals of concern at the Westport Development site are:
- Vinyl Chloride
- Chloroform
- Methylene Chloride
- Trichloroethylene
- Benzene
- 1,1,1-Trichloroethane
- Ethylbenzene
- 1, 2-Dichloroethylene
A thorough discussion of these chemical hazards is provided as Section 2.0 of
Appendix II.
3.2.3 Dose-Response Evaluation
Dose-response evaluation is the process of determining the relationship between
the dose of an identified hazard and occurrence of adverse health (cancer, birth
defects, etc.) within an exposed population. A dose-response evaluation is an
integral step in the establishment of regulatory limits and guidelines by
regulatory agencies which provide commonly accepted or allowable safe levels of
exposure to the identified hazards, thus establishing exposure limits.
Most existing data on dose-response is taken from animal studies and theoretical
estimations of what might occur in humans. Humans are typically exposed to
significantly lower contaminate concentrations than those experienced by test
animals, therefore, mathematical models are incorporated to evaluate human
response to contaminants at a dose far below that tested in animals. Detailed
results of the dose-response evaluation are provided in Section 3.0 of Appendix
II.
17
<PAGE> 88
3.2.4 Exposure Assessment
Exposure assessments predict the intensity (amount), frequency (how often), and
duration (length of time) of exposure to identified hazards. The exposure
assessment determines routes of entry and discuss uncertainties in exposure
estimates. Routes of entry commonly include dermal (skin contact), inhalation
(breathing), and ingestion (eating). Exposure assessments identify potential
exposure scenarios (i.e. how contact with the contaminate may occur) evaluate
the interaction between the contaminate and it's immediate environment (i.e.
physical characteristics such as ability to biodegrade, solubility, volatility,
etc.) and predict exposure and dose concentrations.
The exposure assessment is based on the physical properties (i.e. liquid, solid,
gas, etc.) of identified chemicals, source area physical characteristics (air,
water, soil composition) and locations, how contaminants are released and
transported and the expected exposure path (ingestion, physical contact,
inhalation). These parameters allow comprehensive assessment of the significance
of each identified hazard to potential health impacts.
Investigations completed to-date indicate the presence of contaminants primarily
in groundwater and soil gases at the site. The contaminants appear to be related
to the refuse area of the landfill. A review of the contaminants and their
physical characteristics show the primary exposure scenario to be gases and
vapors escaping through the landfill cap. Human exposure to identified hazards
will be primarily through inhalation (breathing). Those groups identified that
will be potentially exposed to contaminants include on- and off-site residents,
office workers and construction personnel. The exposure assessment has been
developed based on EPA recognized models and include a worst case for each group
and are thoroughly discussed in Section 4.0 of Appendix II.
18
<PAGE> 89
APPENDIX I
<PAGE> 90
SAMPLING REPORT
FOR THE WESTPORT SITE
OCTOBER 1989
<PAGE> 91
SAMPLING REPORT
FOR THE WESTPORT SITE
Prepared for:
City of Redwood City
1017 Middlefield Road
Redwood City, CA 94603
by:
ChemRisk
980 Atlantic Avenue
Alameda, CA 94501
<PAGE> 92
<TABLE>
<CAPTION>
TABLE OF CONTENTS
<S> <C>
INTRODUCTION ............................................. 1
1.0 SITE DESCRIPTION ..................................... 1-1
2.0 SOIL VAPOR INVESTIGATION ............................. 2-1
2.1 Sampling Sites ................................. 2-1
2.1.1 Existing Vapor Wells ..................... 2-1
2.1.2 New Vapor Wells .......................... 2-4
2.1.2.1 Vapor Well Site Selection ........ 2-4
2.1.2.2 Vapor Well Construction .......... 2-7
2.2 Sampling Procedure ............................. 2-9
2.3 Laboratory Analyses ............................ 2-12
3.0 SOIL INVESTIGATION ................................... 3-1
3.1 Soil Contamination Investigation ............... 3-1
3.1.1 Selection of Sampling Locations .......... 3-1
3.1.2 Sampling Procedure ....................... 3-7
3.1.3 Laboratory Analyses ...................... 3-8
3.2 Physical Investigation ......................... 3-18
3.2.1 Sampling Procedure ....................... 3-18
3.2.2 Laboratory Analyses ...................... 3-19
4.0 GROUNDWATER INVESTIGATION ............................ 4-1
4.1 Monitoring Well Descriptions ................... 4-1
4.1.1 Shallow Monitoring Wells ................. 4-3
4.1.2 Deeper Monitoring Wells .................. 4-3
4.1.2.1 Existing Deeper Wells ............ 4-3
4.1.2.2 New Well Drilling and Construction 4-3
4.2 Water Contamination Investigation .............. 4-6
4.2.1 Sampling Procedure ....................... 4-6
4.2.2 Laboratory Analyses ...................... 4-7
4.3 Geology ........................................ 4-7
4.4 Groundwater Flow Characterization .............. 4-14
4.4.1 Shallow Groundwater ...................... 4-16
4.4.2 Deeper Groundwater ....................... 4-16
5.0 SURFACE WATER INVESTIGATION .......................... 5-1
6.0 SUMMARY .............................................. 6-1
6.1 Extent of Contamination ......................... 6-1
6.1.1 Metals .................................... 6-1
6.1.2 Semi-volatile Organic Compounds ........... 6-2
6.1.3 Volatile Organic Compounds ................ 6-3
6.1.4 Chlorinated Pesticides .................... 6-5
6.1.5 Cyanide ................................... 6-6
6.2 Groundwater Flow ................................ 6-6
</TABLE>
<PAGE> 93
APPENDICES
APPENDICES VOLUME I
APPENDIX A: Data Collection and Laboratory Forms
- Well Data Sheet Form
- Tedlar Bag Sample Quality Control Sheet
- McLaren Analytical Laboratory Chain of Custody Record
- Request for Laboratory Analysis
APPENDIX B: Lithologic Logs and Well Construction Details
APPENDIX C: Soil Vapor Laboratory Reports
APPENDIX D: Soil Laboratory Reports
APPENDICES VOLUME II
APPENDIX E: Groundwater Laboratory Reports
APPENDIX F: Surface Water Laboratory Reports
LIST OF FIGURES
<TABLE>
<CAPTION>
Figure Page
<S> <C> <C>
1 Westport Site Vicinity Map ............................ 1-2
2 Site Plan With Vapor Monitoring Well Locations ........ 2-5
3 Components of Direct Air Sampling System Used in Soil
Vapor Investigation ................................... 2-11
4 Site Plan with Soil Sampling Locations ................ 3-3
5 Site Plan With Surface Water and Groundwater Monitoring
Well Locations ........................................ 4-2
6 Contour Map of Shallow Groundwater Elevations ......... 4-15
7 Contour Map of Deep Groundwater Elevations ............ 4-17
</TABLE>
<PAGE> 94
LIST OF TABLES
<TABLE>
<CAPTION>
Table Page
<S> <C> <C>
1 Calderon Gas Analytic Detection Limits ................ 2-2
2 Status of B-Series Wells .............................. 2-6
3 Vapor Well Construction Parameters .................... 2-8
4 Compounds Detected in Vapor Wells ..................... 2-13
5 Surface Soil Sampling Locations ....................... 3-4
6 Subsurface Soil Sampling Locations .................... 3-6
7 Metals Detected in 20 Composited Surface Soil Samples . 3-9
8 Semi-Volatile Compounds Detected in 20 Composited
Surface Soil Samples .................................. 3-11
9 Chlorinated Compounds Detected in 20 Composited
Surface And 10 Subsurface Soil Samples ................ 3-13
10 Metals Detected in Subsurface Soil Samples ............ 3-14
11 Volatile Organic Compounds Detected in Subsurface Soil
Samples ............................................... 3-15
12 Semi-Volatile Compounds Detected in Subsurface Soil
Samples ............................................... 3-16
13 Surface Soil Moisture Analytic Results ................ 3-20
14 Subsurface Soil Bulk Density and Moisture Analytic
Results ............................................... 3-21
15 Well Construction Details and Groundwater Elevations .. 4-4
16 Metal Concentrations Detected in Groundwater .......... 4-8
17 Volatile Organic Compounds Detected in Groundwater .... 4-9
18 Semi-Volatile Organic Compounds Detected in
Groundwater ........................................... 4-10
19 Chlorinated Compounds Detected in Groundwater ......... 4-12
20 Total Cyanide Concentration Detected in Groundwater ... 4-13
</TABLE>
<PAGE> 95
LIST OF TABLES
(continued)
<TABLE>
<CAPTION>
Table Page
<S> <C> <C>
21 Metal Concentrations and Cyanide Detected in Surface
Water ................................................. 5-2
22 Volatile Organic Compounds Detected in Surface Water .. 5-3
23 Semi-Volatile Organic Compounds Detected in Surface
Water ................................................. 5-4
24 Chlorinated Compounds Detected in Surface Water ....... 5-6
</TABLE>
<PAGE> 96
SAMPLING REPORT
PAGE 1
INTRODUCTION
This sampling report addresses the sampling performed by McLaren Environmental
Engineering of media in the "Westport Development" site in the Redwood Shores
area of Redwood City during the period of April through August 1989. The city of
Redwood City in conjunction with the San Mateo County Health Department
requested the sampling for the purposes of augmenting both previous and
concurrent sampling performed by other contractors (Tejima, 1988a,b;
Levine-Fricke, 1989a,b,c). The sampling data was to be used in support of the
development of a health risk assessment for the site. This report presents the
sampling rationale, methods, and analytic results for testing performed on
various media at the site. Conclusions regarding the potential health impacts
associated with the reported levels of contamination are addressed by a separate
document entitled "Risk Assessment for the Westport Site" prepared by McLaren's
ChemRisk Division (October, 1989).
Three separate phases of sampling were performed by McLaren. The initial phase
(April 1989) involved soil vapor sampling from six existing vapor wells.
Additionally, seven surface soil samples were collected to determine surface
soil moisture content. The second phase of sampling (June-July 1989) was
designed to replicate some of the previous sampling and to strengthen the basis
for the risk assessment. The second sampling phase involved sampling and
analysis. of three different media from the site:
(1) Soil vapor
- 6 new and 4 existing wells
(2) Soil
- Chemical analysis of 20 composited surface samples
- Chemical analysis of 10 subsurface samples
- Physical analysis of 12 subsurface samples
<PAGE> 97
SAMPLING REPORT
PAGE 2
(3) Groundwater
- 7 shallow and 5 deeper wells (2 newly constructed)
- Well survey and water elevation survey (24 wells)
Finally, a third phase of sampling vas added in August 1989 to respond to EPA
requests for data to input to their existing and proposed Hazard Ranking System
models. This phase included collection and analysis of: (1) four "background
level" (off-site) soil samples, two surface and two subsurface; (2) ten
composited subsurface samples from the refuse areas, (3) five Belmont Slough
surface water samples from EPA-designated locations; (4) soil gas from a new
vapor well installed at the northeast portion of the mound; and (5) groundwater
from a new shallow well installed northeast of the mound. In addition, a surface
soil sample was collected from the State Lands adjacent to the levee, and
groundwater samples were collected from wells P-1B, UGP-1, and UGP-2 to
replicate some of the second phase sampling.
The following sections provide a brief description of the Westport Development
site and individual discussions of the investigations and results for each of
the media sampled.
<PAGE> 98
SAMPLING REPORT
PAGE 1-1
1.0 SITE DESCRIPTION
The Westport project site is shown on Figure 1. The 85-acre site is located in
San Mateo County along the southwestern shore of San Francisco Bay. Located
approximately one mile east of Highway 101, the site is bordered on the north
and west by Belmont Slough and on the east and south by existing residential
developments and Marine Parkway. A former tidal marsh, the site was diked in the
early 1900's. From 1948 until 1970 the site was utilized as a municipal refuse
landfill facility. Two separate refuse fill areas are delineated: (1) a
relatively low, narrow "panhandle" in the southeasterly portion of the site
(approximately 10 acres), and (2) a relatively high "mound" in the northeasterly
portion of the site (approximately 35 acres). Reportedly, disposal in the
panhandle ceased in 1963 and disposal in the mound area ceased in 1970
(Levine-Fricke, 1989a). Closure of the landfill involved placing a low
permeability cover ("cap") over the top of the landfill. Later, a leachate
subdrain and gas vents were installed along the southeasterly property line of
the site (Cooper Engineers, 1983). Construction fill with associated grading has
continued to take place in the westerly, lower lying non-refuse fill area (42
acres) from the mid-1970's to the present (Levine Fricke, 1989a).
<PAGE> 99
[FIGURE 1 WESTPORT SITE VICINITY MAP]
This map shows the area surrounding the Westport Office Park, as identified by
the words "Project Site." To the north of the Project Site is Foster City and to
the south is the Bayshore Freeway.
<PAGE> 100
SAMPLING REPORT
PAGE 2-1
2.0 SOIL VAPOR INVESTIGATION
As discussed previously, soil vapor sampling was conducted in three phases.
Since previous sampling by other contractors indicated the limited presence of
contaminants at the site, the sample analyses were conducted using
levels-of-detection below those recommended in the California Air Resources
Board (1986) sampling protocol for soil gas testing. Detection limits of the
sampling are summarized in Table 1. The analyses, therefore, identify the
presence of the compounds of interest at relatively low concentrations.
2.1 Sampling Sites
Both existing gas monitoring wells and newly constructed vapor wells were
utilized in the vapor well investigation. In the first phase of sampling, six
existing wells were sampled; in the second phase of sampling, four of these
wells plus six new wells were sampled for a total of ten samples. In the third
phase of sampling, a single new vapor well was sampled. The selection of
existing wells for sampling and the site selection and construction of new wells
for sampling are described in the following sections.
2.1.1 Existing Vapor Wells
The initial proposed sampling for the first phase involved the collection of
representative air samples from as many as sixteen of the existing "B-series"
wells and laboratory analysis for the "Calderon gases", those gases specified by
the California Air Resources Board (CARB) as air contaminants that should be
quantified at active landfills. Based on a report of the recent sampling of 63
landfills by the California Waste Management Board (1988), two additional
compounds were also quantified since they were found with high frequency in the
landfills tested. The B-series was selected because they have been constructed
at depths most
<PAGE> 101
TABLE 1
DETECTION LIMITS FOR CALDERON GASES
(ATTACHMENT 1 COMPOUNDS, CARS, 1986)
USED IN SOIL VAPOR CONTAMINANT ANALYSIS
<TABLE>
<CAPTION>
Compound Detection Limits (ppb) Reporting Limits (ppb)
-------- --------------------- -------------------------------------
As Specified McLaren McLaren McLaren
for "Disposal Sites" Phase 1(a) Phase 2(b) Phase 3(c)
<S> <C> <C> <C> <C>
Vinyl Chloride 500 20.0 2.0 0.10
Methylene Chloride 60 2.0 0.5 0.05
Chloroform 2 2.0 0.8 0.05
1,2-Dichloroethane 20 3.0 0.2 0.05
1,1,1-Trichloroethane 10 2.5 0.5 0.05
Carbon Tetrachloride 5 3.0 0.2 0.05
Trichloroethene 10 2.5 0.6 0.05
Benzene 500 4.0 2.0 0.05
Ethylene Dibromide 1 1.0 0.5 0.05
Tetrachloroethylene 10 2.0 0.2 0.05
</TABLE>
a Conducted 4/27/89 - 4/28/89. Included wells B-3, B-10, B-13, B-15, B-16,
and B-17.
b Conducted 7/5/89 - 7/6/89. Included wells B-3, B-13, B-15, B-17, VW-1, VW-2,
VW-3, VW-4, VW-5, VW-6.
c Conducted 8/22/89. Sampled single well VW-7.
Note: Two additional compounds, ethylbenzene and 1,2-Dichloroethene, were also
added to the Phase 1 sampling. The reporting limits were 3.0 ppb and 5.0
ppb respectively.
Four additional compounds, dichlorodifluoromethane, toluene,
ethylbenzene, and xylenes, were added to the one well sampled in the
Phase 3 sampling. The reporting limits were 0.05 ppb for all four
compounds.
<PAGE> 102
SAMPLING REPORT
PAGE 2-3
consistent with testing guidelines established by the CARB. The probes in the
B-series wells penetrate at least one foot into the refuse fill according to the
Coopers Engineer report (1983) that addresses the establishment of these wells.
The following description of the construction of the well and gas probe can be
found in the report by Tejima and Associates, Inc. (1988b):
Each of the on-site and off-site wells is 6-inch-diameter with 1/2-, 2-,
or 4-inch-diameter PVC pipe. The PVC pipe in the on-site wells was
slotted within the refuse and backfilled with coarse sand or pea gravel
along the slots. All of the on-site and off-site wells backfill [sic]
are capped with approximately two feet of impermeable material. The tops
of the wells were fitted with an air-tight cap with a hose and clamp.
The B-series wells are numbered sequentially from 1 to 17. Well number B-6 vas
no longer identified on the latest well location map. Well location efforts
associated with sampling performed in June, 1988 by Tejima and Associates, Inc.,
as well as the first phase of this sampling failed to locate a number of the
wells. Only 10 of the 16 wells on the map could be located by McLaren in April
1989. The remainder have likely been destroyed. Further, of these 10 wells:
- B-12 had a loose probe rendering it unsampleable,
- B-8 could not be clearly identified as a B-series well and could not
be opened to confirm its depth,
- B-4 contained water up to the landfill cap depth rendering it
unsuitable for sampling, and
- B-2 failed to produce a sample, indicating some type of block in the
sampling line.
Therefore, six B-series wells were ultimately sampled. All six of the wells were
sampled in the first phase of sampling in April 1989; four of them were again
sampled in the second phase of sampling in May 1989. The
<PAGE> 103
SAMPLING REPORT
PAGE 2-4
status of each of the B-series wells is presented in Table 2 and the sampled
wells are depicted in Figure 2.
Appendix A contains a copy of the field sheet for the well location and sounding
activity.
2.1.2 New Vapor Wells
New vapor wells were constructed in June 1989 to allow additional soil vapor
analysis and to better represent all areas of the landfill site. Six additional
wells, VW-1 through VW-6, were constructed (Figure 2). Five of these were
located on the mound and one was located in the panhandle area.
At EPA request, one additional vapor well (VW-7) was constructed in August 1989
in the northeast portion of the mound.
2.1.2.1 Vapor Well Site Selection
This section discusses the selection of the vapor well sites for the second
phase sampling. The site of the third phase vapor well, VW-7, was specified by
the EPA.
The location of the five new vapor wells in the mound area were determined by
using the method specified by CARB (1986). This method specifies that a box be
drawn around the disposal site on a scale map such that the box sides, running
north-south and east-west, lie 100 feet outside the filled area edge. The wells
are then situated at the central points of the quadrants formed by drawing
diagonal lines through the box; the fifth well lies at the intersection of the
diagonals near the center of the site. The one new panhandle well was placed
near the northern end of the panhandle.
<PAGE> 104
Figure 2:
Site Plan With Vapor
Monitoring Well Locations
This diagram depicts the snail-shaped Westport Office Park area, with the
Belmont Slough to the east and north and a Panhandle Area to the south. Towards
the center of the diagram there is a Mound Area with lines that indicate the
contours of the land.
<PAGE> 105
TABLE 2
STATUS OF B-SERIES WELLS
4/18/88
<TABLE>
<CAPTION>
--------------------------------------------------------------------
Depth to Water Total Depth
Well Number (feet) (feet)
--------------------------------------------------------------------
<S> <C> <C>
B-1 Well not located
B-2 5 7
B-3 5.9 10.3
B-4 1.4 7.0
B-5 Well not located
B-6 Not on well map
B-7 Well not located
B-8 Well not located
B-9 Well not located
B-10 10 10.9
B-11 Well not located
B-12 Well probe damaged
B-13 Dry 6.0
B-14 Well not located
B-15 Dry 5.2
B-16 Well can not be opened
B-17 Well can not be opened
--------------------------------------------------------------------
</TABLE>
<PAGE> 106
SAMPLING REPORT
PAGE 2-7
2.1.2.2 Vapor Well Construction
The seven vapor monitoring wells (VW-1 - VW-7, Fig.2) were constructed June 22
and 23, 1989 and August 16, 1989 using a hollow stem auger drill rig. Care was
taken to prevent cross contaminating the wells by steam cleaning all "down hole"
drilling equipment between the drilling of each borehole. The drilled borings
terminated in the saturated refuse at depths ranging from 12.5 to 14 feet. This
allowed well vapor monitoring in the vadose zone above the saturated refuse
fill. The clay cap's thickness was approximately 8 feet at all wells except well
VW-3 where a layer of refuse was interspersed at a depth of 5 to 7 feet and the
cap terminated at 8.5 feet. The lithologic logs and well construction details
are contained in Appendix B; a summary of the vapor well construction parameters
are contained in Table 3.
After the 8-inch diameter borehole was drilled, well installation began. The
2-inch diameter vapor wells were constructed of a 5-foot length of stainless
steel, wirewrap, well screen having 0.020-inch slots. The well screen was
inserted into the bottom portion of the well. Then, a 2-inch diameter blank
steel casing was threaded into the top of the screen, filling the remainder of
the borehole. The length of the blank casing was designed to bring the well
casing above the ground surface. The annular space between the screen and the
borehole wall was backfilled with 8/20 mesh silica sand to a height of
approximately 0.5 feet above the well screen top. A one-foot high column of
bentonite pellets was placed atop the silica sand. The cement sanitary seal
poured atop the bentonite was designed to match the depth of the clay cap at
each well site to maintain the integrity of the cap.
An airtight sampling port, which would allow the attachment of a teflon sampling
line, was threaded into the end cap of each well. Construction of this port
began with fitting a 2-inch stainless steel male cap to the top of the vapor
well. Two subsequent fittings completed the port: (1)
<PAGE> 107
TABLE 3
VAPOR CELL CONSTRUCTION PARAMETERS
(Measured in feet)
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------
Depth to Water Total Screen Cap
Well from Ground Surface Depth Interval Thickness
-----------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C>
VW-1 13 13.5 8.5-13.5 8
VW-2 10 13.5 8.5-13.5 8
VW-3 12.5 12.5 5.5-10.5 5*/8.5
VW-4 14 14.0 9-14 8.5
VW-5 13 13.5 8.5-13.5 8
VW-6 7.5 13.0 8-13 7.5
VW-7 10 12.0 5-10 3.5
-----------------------------------------------------------------------------------------------------------
</TABLE>
* Interbeded refuse 5' - 7'.
<PAGE> 108
SAMPLING REPORT
PAGE 2-9
a 0.5-inch threaded brass pepcock valve with a 0.25-inch hose barb, and (2) a
5-inch length of 0.25-inch i.d. teflon tubing. An above-ground, steel casing
with a locking cap secured the vadose well.
Several field observations were made during the well installation process. The
cap was noted to be predominately silty clay with approximately 25% dense silty
sand. The refuse material appeared to be predominately newspaper, with wood,
glass, steel, and plastic fragments. Further, field monitoring equipment
calibrated for methane gas indicated that methane gas was encountered during cap
penetration in the refuse. The concentrations of methane gas reached levels of
50,000 parts per million (ppm) during drilling.
2.2 Sampling Procedure
The first field visit was performed on April 18, 1989 for the purpose of
identifying as many of the B-series wells as possible. Wells that were
identified were marked for easy identification during sampling. Wells having
removable caps were sounded. The total depth of the well and the depth to water,
when found, were recorded. Wells containing standing water were pumped out and
observed to determine whether water levels recovered. This pumping was performed
to ensure that water present in the well represented groundwater rather than
water that had collected in the PVC probe. In each case where water was pumped
from a well, the water level rapidly recovered, indicating that the water level
represented the actual groundwater level. The status of the existing wells are
summarized in Table 2.
Once the sampleable B-series wells were identified, the first phase of soil
vapor sampling ensued. The second and third phases of sampling followed the
construction of the new vapor wells.
<PAGE> 109
SAMPLING REPORT
PAGE 2-10
The objective of subsurface landfill gas sampling is to collect samples of soil
vapor that are chemically representative of the well air. The soil vapor sample
collection device is depicted in Figure 3. The device is designed such that the
sample can be collected without passing through the sampling pump. The device
utilized teflon tubing which minimizes the potential for interaction with sample
constituents or the introduction of contaminants. However, the B-series wells
were constructed with sampling lines of flexible plastic tubing (Tygon) that
acted as the small inflow line to the collection device. The sampling device is
constructed with a 3-way stopcock that permits the purging of the sampling lines
prior to sample collection.
Prior to the use of the air sampling device, all materials were washed with a
mild detergent and rinsed with distilled water and allowed to air dry for at
least 24 hours. The tedlar bags used for sample collection were prepared by
Sequoia Analytical Laboratory by flushing them with ultra-high pure-grade
nitrogen. Five days had passed between the installation of the new vapor wells
and the date of their sampling.
The target sample volume for each of the samples was five liters or more,
collected over a two to four hour period. The pumping rate ranged from 25 to 50
cc/minute. The amount of air moved through the sampling pump is not the same as
the sample volume, since the pump serves in providing a pressure drop in the
sampling container rather than in directly collecting the air. There are some
losses associated with the creation of the pressure differential. Actual
sampling periods ranged from 2 hours to over 6 hours.
A trip blank was submitted for each of four sampling days. The trip blank
consisted of a tedlar bag that was flushed and then filled with nitrogen by the
laboratory. Trip blanks were transported with the other sampling bags to the
site and returned to the laboratory for analysis. All samples were analyzed
within 24 hours of receipt at the laboratory.
<PAGE> 110
Figure 3:
Components of Direct Air Sampling System Used in Soil Vapor Investigation
This diagram depicts a cup-shaped air sampling tool, with a handle and
rectangular pump connected to the center of the tool by a tube called a "Vacuum
Line Polyethylene Tube."
<PAGE> 111
SAMPLING REPORT
PAGE 2-12
Copies of the sampling data analysis request forms and chain-of-custody records
for the samples are contained in Appendix A.
2.3 Laboratory Analyses
The soil vapor samples were submitted to Sequoia Analytical Laboratory on the
day of sample collection. Soil vapor samples were analyzed within 24 hours of
receipt. Laboratory reporting sheets of the analytic results are contained in
Appendix C.
Soil vapor analytic results are summarized in Table 4. It should be noted that
all trip blanks contained detectable levels of contaminants. Methylene chloride
was detected in trip blanks for sampling performed on April 27, 28, and July 6,
1989. Methylene chloride is a chemical that is widely used in a number of
products and applications, is found in ambient air in the Bay Area, and is
typically used in analytical laboratories. The trip blanks suggest that
methylene chloride concentrations detected in the samples below approximately 50
ppb may be the result of sample or laboratory contamination. The presence of
chloroform in one of the trip blanks (April 28, 1989) and of benzene in another
trip blank (July 6, 1989) suggested that both chloroform and benzene detected in
the samples below approximately 10 ppb may also be the result of contamination.
<PAGE> 112
TABLE 4
COMPOUNDS DETECTED IN VAPOR WELLS
<TABLE>
<CAPTION>
Well Number Compound Detected Concentration (ppb)
----------- ----------------- -------------------
<S> <C> <C>
Samples taken on April 27, 1989
B-3 Methylene Chloride 53.0
B-10 None Detected
B-13 Benzene 140.0
Methylene Chloride 230.0
Chloroform 2.7
Ethylbenzene 870.0
1,2 Dichloroethene 23.0
Trichloroethene 2.3
B-15 Benzene 13.0
Methylene Chloride 7.3
B-17 Methylene Chloride 500.0
Ethylbenzene 180.0
1,2 Dichloroethene 13.0
Trip Blank Methylene Chloride 27.0
Samples taken on April 28, 1989
B-16 Benzene 4.0
Methylene Chloride 79.0
Chloroform 2.0
Trichloroethene 3.5
Trip Blank Methylene Chloride 33.0
Chloroform 4.3
Samples taken on July 5, 1989
B-3 None Detected
VW-1 Benzene 170.00
Trichloroethene 9.3
VW-2 Benzene 19.0
Chloroform 3.9
VW-3 Benzene 280.0
Trichloroethene 24.0
Methylene Chloride 10.0
VW-5 Benzene 280.0
Chloroform 7.7
Trichloroethene 18.0
1.1.1-Trichloroethane 11.0
VW-6 Benzene 7.3
Methylene Chloride 7.2
Samples taken on July 6, 1989
B-13 Benzene 77.0
Trichloroethene 3.7
</TABLE>
<PAGE> 113
TABLE 4
(Continued)
COMPOUNDS DETECTED IN VAPOR HELLS
<TABLE>
<CAPTION>
Well Number Compound Detected Concentration (ppb)
----------- ----------------- -------------------
<S> <C> <C>
B-15 Methylene Chloride 25.0
Chloroform 23.0
B-17 Benzene 51.0
VW-4 Benzene 91.0
Chloroform 32.0
Trip Blank Benzene 9.7
Methylene Chloride 20.0
Samples taken on August 22, 1969
VW-7* Methylene Chloride 0.08
Benzene 0.08
Dichlorodifluoromethane 7.0
Toluene 0.25
Ethylbenzene 1.4
Xylenes 4.0
Trip Blank None Detected
</TABLE>
Note: Analytic detection limits are listed in Table 1.
* Last vapor well analysed at very low detection limits and none of the
Calderon gases would have been detected at the Phase 2 analytic
detection limits.
<PAGE> 114
SAMPLING REPORT
PAGE 3-1
3.0 SOIL INVESTIGATION
The soil investigation involved the collection of four distinct types of samples
to assess contamination and physical properties: (1) surface soils for
contaminant analysis, (2) subsurface soil for contaminant analysis, (3) surface
soil for physical analysis, and (4) subsurface soil for physical analysis. In
the first sampling phase, seven surface soil samples were collected April 27 and
28, 1989 for physical analysis (water content). In the second sampling phase,
twenty composited surface soil samples and ten subsurface samples were collected
between June 29 and July 6, 1989 for contaminant analysis; twelve subsurface
soil samples were collected between June 22 and June 23, 1989 for physical
analysis (bulk density and water content). In the third phase of sampling, two
off-site surface soil samples, one surface soil sample from the State Lands area
of the site, two off-site subsurface soil samples, and ten refuse-area,
subsurface soil samples were collected between August 17 and 18, 1989 for
contaminant analysis.
3.1 Soil Contamination Investigation
The investigation of soil contamination was included in the second and third
phases of sampling, June-July and August 1989. A total of 45 samples were
analyzed for a battery of contaminants including metals and chemicals. A
description of the scope of the sampling and testing follows.
3.1.1 Selection of Sampling Locations
The objective of the second phase soil sampling plan was the collection of
samples that would identify the potential contaminants present throughout the
site's surface soils (panhandle, mound, and non-refuse fill areas) and in the
subsurface soils of the non-refuse fill area.
<PAGE> 115
SAMPLING REPORT
PAGE 3-2
The method chosen for selecting sample locations combined both systematic and
random sampling techniques. The entire 85-acre site was divided into 20 blocks
of equal size (500 ft by 500 ft). Each block was them further divided into four
equal quadrants (250 ft by 250 ft). The quadrants were labeled A,B,C, and D in
each block. Sample locations were chosen by generating random numbers for use as
distances along the X and Y axes for each block. Coordinates were generated
until a sample site was randomly selected from each of the 80 quadrants. The
distances were measured from the south corner of each block. In this manner,
four soil sample locations, one from each quadrant, were selected for each
block. However, if the quadrant extended into the Belmont Slough, the quadrant
was omitted from the random selection process. The blocks, quadrants, and sample
locations are indicated in Figure 4. Table 5 contains the sample site
coordinates for the surface samples; Table 6 identifies the blocks and quadrants
for which the subsurface samples were collected.
Surface samples from each available quadrant consisted of the top 6 inches of
soil. Samples from the four quadrants were composited by the analytical
laboratory prior to analysis, such that a single analytic result is reported for
each of the twenty blocks. As previously explained, the number of available
on-site quadrants varied. Twelve of the twenty blocks had samples from all four
quadrants; two blocks had samples from three quadrants; five blocks had samples
from two quadrants; and, one block had a single sample. Therefore, a total of 65
on-site surface samples were collected.
The ten, second-phase, subsurface soil samples were collected from blocks 11
through 20, which are located in the non-refuse fill area. One randomly selected
quadrant was sampled for each of the ten blocks. The quadrant coordinates for
each subsurface sample site were the same as those used for that quadrant's
surface sample site. The subsurface samples were collected in the unsaturated
zone at a depth range of 2 to
<PAGE> 116
Figure 4:
[MAP OF SITE PLAN WITH SOIL SAMPLING LOCATIONS]
This diagram depicts the snail-shaped Westport Office Park area, and identifies
soil sample locations across the site. The diagram contains a grid that divides
the diagram into quadrants.
<PAGE> 117
TABLE 5
SURFACE SOIL SAMPLING LOCATIONS FOR WESTPORT DEVELOPMENT
REDWOOD CITY, CALIFORNIA
<TABLE>
<CAPTION>
Measurement Point
Quadrant Coordinate (feet)(b)
----------------------------------------------
Block Quadrant(a) X-axis Y-axis
----- ----------- ------ ------
<S> <C> <C> <C>
1 A 145 188
1 B offsite
1 C 302 279
1 D 254 22
2 A 242 153
2 B 99 458
2 C 352 348
2 D 455 136
3 A 167 187
3 B 190 393
3 C 444 276
3 D 443 170
4 A 96 84
4 B 6 334
4 C 279 277
4 D 381 193
5 A 74 33
5 B 200 316
5 C 444 470
5 D 285 8
6 A 25 33
6 B 96 269
6 C 382 432
6 D 394 221
7 A 127 76
7 B 65 447
7 C offsite
7 D 494 94
8 A 46 241
8 B 28 284
8 C offsite
8 D offsite
9 A 203 135
9 B 45 483
9 C 449 489
9 D 426 127
10 A 61 224
10 B 87 365
10 C 310 332
10 D 499 67
11 A 205 86
11 B 196 273
11 C 283 366
11 D 487 88
12 A 202 37
12 B 100 258
12 C 386 439
12 D 492 150
13 A 222 76
13 B offsite
13 C offsite
13 D 415 4
14 A offsite
14 B offsite
14 C offsite
14 D 437 23
</TABLE>
<PAGE> 118
TABLE 5
(CONTINUED)
SURFACE SOIL SAMPLING LOCATIONS FOR WESTPORT DEVELOPMENT
REDWOOD CITY, CALIFORNIA
<TABLE>
<CAPTION>
Measurement Point
Quadrant Coordinate (feet)(b)
----------------------------------------------
Block Quadrant(a) X-axis Y-axis
----- ----------- ------ ------
<S> <C> <C> <C>
15 A 138 42
15 B 150 329
15 C 413 348
15 D 474 128
16 A 132 168
16 B 183 369
16 C 332 258
16 D 473 188
17 A 156 104
17 B 226 401
17 C 493 337
17 D 442 199
18 A 21 180
18 B 128 273
18 C offsite
18 D offsite
19 A 202 19
19 B offsite
19 C offsite
19 D 457 66
20 A 78 208
20 B offsite
20 C offsite
20 D 377 71
</TABLE>
(a) Quadrants are lettered clockwise A - D beginning in the southern corner.
(b) The origin of the quadrant coordinate system is the south corner of each
block. The X-axis runs from the origin toward the blocks east corner;
the Y-axis runs from the origin to the blocks west corner. Quadrants
located in the Belmont Slough were excluded from the random sampling
site selection process and are indicated as "offsite".
<PAGE> 119
TABLE 6
SUBSURFACE SOIL SAMPLING LOCATIONS FOR WESTPORT DEVELOPMENT
REDWOOD CITY, CALIFORNIA
<TABLE>
<CAPTION>
Block Available Quadrants(a) Sample Quadrant(b)
----- ---------------------- ------------------
<S> <C> <C>
Second Phase Sampling (June - July, 1989)
11 A,B,C,D A
12 A,B,C,D B
13 A,D A
14 D D
15 A,B,C,D A
16 A,B,C,D B
17 A,B,C,D D
18 A,B A
19 A,D D
20 A,D A
Third Phase Sampling (August, 1989)
2 A,(B),C,D A
3 A,(B),C,D A
4 A,B,C,D C
5 A,B,C,D B
6 A,B,C,D D
7 A,B,D A
8 A,B B
9 A,B,C,D A
10 A,B,C,D C
11 A,B,C,D C
</TABLE>
(a) Not all blocks had four available quadrants because come quadrants were
located in the Belmont Stough. Only onsite quadrants were included in
the random sampling site selection process. "(B)" Indicates that
quadrant was available but the sample site did not lie within the refuse
area as specified for third phase subsurface soft sampling.
(b) A single sample quadrant was randomly chosen from each of the specified
blocks. The actual X-axis and Y-axis sampling location within each of
the quadrants is the same as that identified for the shallow soil
samples in Table 5.
<PAGE> 120
SAMPLING REPORT
PAGE 3-7
4 ft below ground surface. Groundwater was encountered at depths ranging from 3
to 4 ft below the surface.
The ten, third-phase, subsurface soil samples were collected from blocks 2
through 11, which are located in the refuse fill areas (panhandle and mound).
Again, one quadrant was randomly selected for each block, and the
previously-selected surface sampling sites were sampled at subsurface depths
(Table 6). Soil samples were collected at approximate five-foot intervals until
groundwater was encountered. In all ten sampling sites, groundwater was
encountered at a depth between 9 and 13 feet below ground surface. Accordingly,
only five of the ten samples analyzed were composited from dual depth samples:
one from approximately five feet below ground surface and one from approximately
ten feet below ground surface. None of the sites allowed the collection of
samples at three depths.
As part of the third phase sampling, two surface and two subsurface soil samples
were collected at off-site locations to roughly determine "background"
contaminant levels for soils in the Redwood Shores area. An area of City-owned
land southwest of the Westport site was chosen (Figure 4). Two surface soil
samples (BS-1 and BS-2) were collected August 18, 1989 along with two subsurface
soil samples (BD-1 and BD-2) collected at the same location but at a depth of
3.5 to 4.5 feet below the ground surface. The final surface soil sample was
collected in the low-lying State lands southeast of the site.
3.1.2 Sampling Procedure
Soil samples were collected in brass tubes using a hand-driven sampler. A 25-lb
sliding weight on the sampler's steel shaft drives the sampler's head into the
soil. The sampler's head contains a 2 by 6-inch brass tube that collects the
soil. Once filled with soil, the brass tube was removed from the sampler, capped
at both ends, and further sealed with elastic tape. An identification number was
attached to the brass tube and it was
<PAGE> 121
SAMPLING REPORT
PAGE 3-8
placed in an ice-packed cooler. All brass tubes were pre-washed in soapy water
to remove any potential chemicals or oils. The sampler was cleaned between
borings to prevent cross contamination.
All second phase samples were collected in duplicate and one set was sent to the
San Mateo County Health Department.
Subsurface soil samples in the refuse fill area collected in the third sampling
phase were sampled at five-foot intervals until groundwater was encountered.
Five of the ten sample sites allowed a second deeper sample at approximately
ten feet below the ground surface. For each of the five locations, the resulting
dual-depth samples were later composited into single samples by the analytical
laboratory prior to analysis. However, the composited samples were not used for
the pesticide analyses due to likely interference from plastic refuse; only
samples collected at the first depth were analyzed for pesticides.
3.1.3 Laboratory Analyses
All soil samples for contaminant analysis were refrigerated by means of an ice
chest and transported to the McLaren Environmental Analytical Laboratory within
24 hours. The surface soils were analyzed for metal content (17 CAM/TTLC
metals), semi-volatile compounds (EPA Method 8270). and chlorinated pesticides
(EPA Method 8080). The subsurface samples were analyzed for metal content (17
CAM/TTLC metals), volatile organic compounds (EPA Method 8240), and
semi-volatile compounds (EPA Method 8270). The analysis for volatile organics
was not performed on the surface samples since it is unlikely that highly
volatile compounds would be detectable in the surface soils.
Tables 7, 8, and 9 contain summaries of the analytic results for the surface
soils; Tables 9, 10, 11, and 12 contain summaries of the analytic
<PAGE> 122
TABLE 7
METALS DETECTED IN 20 COMPOSITED SURFACE SOIL
SAMPLES COLLECTED 6/29/89 THROUGH 7/5/89 (17 CAM/TTLC METHOD)
METAL* CONCENTRATIONS (ppm)
<TABLE>
<CAPTION>
------------------------------------------------------------------------------------------------------------------------
Sample Location
Block Number Sb As Ba Be Cd Cr Co Cu Pb Hg Mo Wi Se Ag Tl V Zn
------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
1 13 2 130 ND 0.5 37 19 44 12 0.3 ND 60 0.07 ND ND 50 63
2 20 3 150 0.05 0.7 40 21 45 21 0.1 ND 80 0.07 0.5 ND 50 68
3 16 2 80 ND 0.5 39 16 45 16 0.1 ND 60 0.05 ND ND 45 58
4 10 2 100 ND 0.5 23 15 38 26 0.6 ND 38 0.07 ND ND 38 80
5 20 2 50 0.5 0.7 48 16 46 40 0.4 ND 70 0.04 1 ND 50 78
6 13 2 50 ND 0.5 45 15 45 32 0.1 ND 70 0.06 0.8 ND 46 74
7 ND 0.3 70 0.5 0.7 60 16 45 32 ND ND 75 0.01 0.8 ND 50 78
8 ND 0.3 160 ND 0.7 60 17 54 47 0.1 ND 90 0.01 0.6 ND 50 84
9 22 2 70 ND 0.7 52 23 45 39 0.1 ND 100 0.07 ND ND 57 85
10 20 1 60 ND 0.6 44 17 43 44 0.2 ND 80 0.08 ND ND 47 89
11 10 2 80 ND 0.5 33 15 43 32 0.3 ND 60 0.07 ND ND 43 69
12 21 2 110 ND 0.5 30 15 37 14 0.2 ND 50 0.07 ND ND 40 62
13 15 2 110 ND 0.5 39 18 37 19 0.06 ND 70 0.06 ND ND 50 51
14 13 2 80 ND 0.7 56 18 32 60 0.03 ND 60 0.04 ND ND 60 75
15 17 2 100 ND 0.5 41 21 36 22 0.09 ND 70 0.04 ND ND 50 67
16 ND 0.2 150 0.5 0.8 110 21 48 20 ND ND 190 0.01 0.7 ND 50 65
17 ND 0.2 160 ND 1.0 63 19 120 130 ND ND 98 ND 0.9 ND 50 180
18 ND 0.1 150 0.5 0.7 42 19 42 24 ND ND 53 ND 0.6 ND 50 57
19 ND 0.2 140 ND 0.7 73 18 33 18 0.05 ND 95 ND 0.5 ND 50 50
20 ND 0.4 130 0.5 0.9 100 21 69 83 ND ND 170 0.02 0.8 ND 50 140
------------------------------------------------------------------------------------------------------------------------
</TABLE>
* See Table 16 for metal symbol names.
<PAGE> 123
TABLE 7
(CONTINUED)
METALS DETECTED IN COMPOSITED SURFACE SOIL
SAMPLES COLLECTED 6/29/89 THROUGH 7/5/89 (17 CAM/TTLC METHOD)
METAL* CONCENTRATIONS (ppm)
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
Sample Location
Block Number Sb As 8a 8e Cd Cr Co Cu Pb Hg Mo Ni Se Ag Tl V Zn
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
BS-1 11 0.6 74 0.8 0.7 56 36 63 16 1.7 ND 87 0.04 0.7 ND 120 81
BS-2 13 0.2 46 0.8 0.7 73 43 58 11 ND ND 69 0.03 0.7 ND 190 69
State Lands 8 1.00 19 0.6 0.4 44 10 42 26 0.1 ND 49 0.08 ND ND 56 93
Highest Reporting
Limit 5 0.05 10 0.5 0.4 0.7 0.8 0.9 3 0.02 10 2 0.02 0.5 10 5 0.8
-----------------------------------------------------------------------------------------------------------------------------------
</TABLE>
* See Table 16 for metal symbol names.
Note: "ND" indicates none detected at analytic reporting limit.
Background surface soil samples (BG-1 and BG-2) not composited but single
borings collected 8/19/89 off-site; State Lands surface soil sample (10-1)
collected in low-lying state lands northeast of site.
<PAGE> 124
TABLE 8
SEMI-VOLATILE COMPOUNDS DETECTED IN 20 COMPOSITED SURFACE
SOIL SAMPLES COLLECTED 6/29/89 THROUGH 7/5/89 (EPA METHOD 8270)
<TABLE>
<CAPTION>
CONCENTRATION (ppm)
------------------------------------------------------------------------------------------------------------------------------------
DETECTION
COMPOUND LIMIT (ppm) SAMPLE LOCATION BLOCK NUMBER
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Phenol 0.33 - - - - - - - - - - - - - - -
Bis (2-Chloroethyl) ether 0.33 - - - - - - - - - - - - - - -
2-Chlorophenol 0.33 - - - - - - - - - - - - - - -
1, 3-Dichlorobenzene 0.33 - - - - - - - - - - - - - - -
1, 4-Dichlorobenzene 0.33 - - - - - - - - - - - - - - -
Benzyl Alcohol 0.33 - - - - - - - - - - - - - - -
2-Methylphenol 0.33 - - - - - - - - - - - - - - -
1, 2-Dichlorobenezene 0.33 - - - - - - - - - - - - - - -
Bis (2-chloroisopropyl) ether 0.33 - - - - - - - - - - - - - - -
4-Methylphenol 0.33 - - - - - - - - - - - - - - -
W-Mitrosodi-N-Propylamine 0.33 - - - - - - - - - - - - - - -
Hexachloroethane 0.33 - - - - - - - - - - - - - - -
Nitrobenzene 0.33 - - - - - - - - - - - - - - -
Isophorone 0.33 - - - - - - - - - - - - - - -
2, 4-Dimethylphenol 0.33 - - - - - - - - - - - - - - -
1, 2, 4-Trichlorobenzene 0.33 - - - - - - - - - - - - - - -
2-Mitrophenol 0.33 - - - - - - - - - - - - - - -
Benzoic Acid 1.6 - - - - - - - - - - - - - - -
Bis (2-Chloroethoxyl) mehane 0.33 - - - - - - - - - - - - - - -
2, 4-Dichlorophenol 0.33 - - - - - - - - - - - - - - -
Naphthalene 0.33 - - - - - - - - - - - - - - -
4-Chloroaniline 0.33 - - - - - - - - - - - - - - -
Hexachlorobutadiene 0.33 - - - - - - - - - - - - - - -
4-Chloro-3-Methlyphenol 0.33 - - - - - - - - - - - - - - -
2-Methylnaphthalene 0.33 - - - - - - - - - - - - - - -
Hexachlorocyclopentadiene 0.33 - - - - - - - - - - - - - - -
2, 4, 6-Trichlorophenol 0.33 - - - - - - - - - - - - - - -
2, 4, 5-Trichlorophenol 1.6 - - - - - - - - - - - - - - -
2-Chloronaphthalene 0.33 - - - - - - - - - - - - - - -
3-Nitroaniline 1.6 - - - - - - - - - - - - - - -
Dimethylphthalate 0.33 - - - - - - - - - - - - - - -
2, 6-Dinitrotoluene 0.33 - - - - - - - - - - - - - - -
Acenaphthylene 0.33 - - - - - - - - - - - - - - -
2-Nitroaniline 1.6 - - - - - - - - - - - - - - -
Acenaphthene 0.33 - - - - - - - - - - - - - - -
2, 4-Dinitrophenol 1.6 - - - - - - - - - - - - - - -
4-Nitrophenol 1.6 - - - - - - - - - - - - - - -
2, 4-Dinitrotoluene 0.33 - - - - - - - - - - - - - - -
Dibenzofuran 0.33 - - - - - - - - - - - - - - -
Diethylphthalate 0.33 - - - - - - - - - - - - - - -
4-Chlorophenyl Phenyl ether 0.33 - - - - - - - - - - - - - - -
Fluorene 0.33 - - - - - - - - - - - - - - -
4-Nitroaniline 1.6 - - - - - - - - - - - - - - -
</TABLE>
<TABLE>
<CAPTION>
--------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------
<S> <S> <C> <C> <C> <C> <C> <C>
16 17 18 19 20 BS-1* BS-2*
Phenol - - - - - - -
Bis (2-Chloroethyl) ether - - - - - - -
2-Chlorophenol - - - - - - -
1, 3-Dichiorobenzene - - - - - - -
1, 4-Cichlorobenzene - - - - - - -
Benzyl Alcohol - - - - - - -
2-Methylphenol - - - - - - -
1, 2-Dichiorobenezene - - - - - - -
Bis (2-chloroisopropyl) ether - - - - - - -
4-Methylphenol - 0.93 - - - - -
W-Mitrosodi-N-Propylamine - - - - - - -
Hexachloroethane - - - - - - -
Nitrobenzene - - - - - - -
Isophorone - - - - - - -
2, 4-Dimethylphenol - - - - - - -
1, 2, 4-Trichlorobenzene - - - - - - -
2-Mitrophenol - - - - - - -
Benzoic Acid - - - - - - -
Bis (2-Chloroethoxyl) mehane - - - - - - -
2, 4-Dichlorophenol - - - - - - -
Naphthalene - - - - - - -
4-Chloroaniline - - - - - - -
Hexachlorobutadiene - - - - - - -
4-Chloro-3-Methlyphenol - - - - - - -
2-Methylnaphthalene - - - - - - -
Hexachlorocyclopentadiene - - - - - - -
2, 4, 6-Trichlorophenol - - - - - - -
2, 4, 5-Trichlorophenol - - - - - - -
2-Chloronaphthalene - - - - - - -
3-Nitroaniline - - - - - - -
Dimethylphthalate - - - - - - -
2, 6-Dinitrotoluene - - - - - - -
Acenaphthylene - - - - - - -
2-Nitroaniline - - - - - - -
Acenaphthene - - - - - - -
2, 4-Dinitrophenol - - - - - - -
4-Nitrophenol - - - - - - -
2, 4-Dinitrotoluene - - - - - - -
Dibenzofuran - - - - - - -
Diethylphthalate - - - - - - -
4-Chlorophenyl Phenyl ether - - - - - - -
Fluorene - - - - - - -
4-Nitroaniline - - - - - - -
</TABLE>
<PAGE> 125
TABLE 8
SEMI-VOLATILE COMPOUNDS DETECTED IN 20 COMPOSITED SURFACE
SOIL SAMPLES COLLECTED 6/29/89 THROUGH 7/5/89 (EPA METHOD 8270)
<TABLE>
<CAPTION>
CONCENTRATION (ppm)
------------------------------------------------------------------------------------------------------------------------------------
DETECTION
COMPOUND LIMIT (ppm) SAMPLE LOCATION BLOCK NUMBER
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
4, 6-dinitro-2-methlphenol 1.6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
N-Nitrosodipherylamine 0.33 - - - - - - - - - - - - - - -
4-Bromophenyl phenyl ether 0.33 - - - - - - - - - - - - - - -
Hexachlorobenzene 0.33 - - - - - - - - - - - - - - -
Pentachlorophenol 1.6 - - - - - - - - - - - - - - -
Phenanthrene 0.33 - - - - - - - - - - - - - - -
Anthracene 0.33 - - - - - - - - - - - - - - -
Butyl Benzyl phthalate 0.33 - - - - - - - - - - - - - - -
Fluoranthene 0.33 - - - - - - - - - - - - - - -
Pyrene 0.33 - - - - - - - - - - - - - - -
Di-n-Butylphthalate 0.33 - - - - - - - - - - - - - - -
3, 3'-Dichlorobenzidine 0.66 - - - - - - - - - - - - - - -
Benzo(a)anthrazene 0.33 - - - - - - - - - - - - - - -
Bis (2-ethylhexyl) phthalate 0.33 - - - - - - - - - - - - - - -
Chrysene 0.33 - - - - - - - - 0.9 - - - - - -
Di-n-octylphthalate 0.33 - - - - - - - - - - - - - - -
Benzo(b)fluoranthene 0.33 - - - - - - - - 1.97 - - - - - -
Benzo(k)fluoranthene 0.33 - - - - - - - - 0.50 - - - - - -
Benzo(a)pyrene 1.6 - - - - - - - - 3.60 - - - - - -
Indeno(1, 2, 3-c, d)pyrene 0.33 - - - - - - - - - - - - - - -
Dibenz(a, h) anthracene 0.33 - - - - - - - - 0.47 - - - - - -
Benzo(g, h, i) perylene 0.33 - - - - - - - - 0.87 - - - - - -
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
Note: "-" indicates none detected at analytic detection limit.
*Background samples (BS-1 and BS-2) not composited but single borings
collected 8/18/89 at an off-site location.
<TABLE>
<CAPTION>
--------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------
<S> <S> <C> <C> <C> <C> <C> <C>
4, 6-dinitro-2-methlphenol 16 17 18 19 20 BS-1* BS-2*
N-Nitrosodipherylamine
4-Bromophenyl phenyl ether - - - - - - -
Hexachlorobenzene - - - - - - -
Pentachlorophenol - - - - - - -
Phenanthrene - - - - - - -
Anthracene - - - - - - -
Butyl Benzyl phthalate - - - - - - -
Fluoranthene - - - - - - -
Pyrene - - - - - - -
Di-n-Butylphthalate - - - - - - -
3, 3'-Dichlorobenzidine - - - - - - -
Benzo(a)anthrazene - - - - - - -
Bis (2-ethylhexyl) phthalatee - - - - - - -
Chrysene - - - - - - -
Di-n-octylphthalate - - - - - - -
Benzo(b)fluoranthene - - - - - - -
Benzo(k)fluoranthene - - - - - - -
Benzo(a)pyrene - - - - - - -
Indeno(1, 2, 3-c, d)pyrene - - - - - - -
Dibenz(a, h) anthracene - - - - - - -
Benzo(g, h, i) perylene - - - - - - -
--------------------------------------------------------------------------------------
</TABLE>
Note: "-" indicates none detected at analytic detection limit.
*Background samples (BS-1 and BS-2) not composited but single borings
collected 8/18/89 at an off-site location.
<PAGE> 126
TABLE 9
CHLORINATED COMPOUNDS DETECTED IN 20 COMPOSITED SURFACE
AND SUBSURFACE SOIL SAMPLES COLLECTED JUNE - AUGUST, 1989
(EPA METHOD 8080)
<TABLE>
<CAPTION>
------------------------------------------------------------------------------------------------------------------------------------
CONCENTRATION (ppm)
------------------------------------------------------------------------------------------------------------------------------------
Reporting
Compound Limit Range Sample Block Numbers
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C><C> <C><C><C><C><C><C><C><C> <C> <C> <C> <C> <C><C><C> <C> <C><C><C><C><C><C><C><C><C><C><C> <C>
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2A 3A 4C 5B 6D 7A 8B 9A 10C 11C
Arochlor 1016 0.05-0.5 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Arochlor 1221 0.10-1.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Arochlor 1232 0.5-0.5 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Arochlor 1242 0.05-0.5 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Arochlor 1248 0.05-0.5 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Arochlor 1254 0.05-0.5 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Arochlor 1260 0.05-0.5 - - - - - - - - - - - - 2.0 - - - - - - - - - - - - - - - - -
Alpha - BHC 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Gamma - BHC 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Delta - BHC 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Beta - BHC 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Heptachlor 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Aldrin 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Heptachlor Epoxide 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Endosulfan I 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
4,4' - DDE 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Dieldrin 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Endrin 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
4,4' - DDD 0.005-0.1 - - - - - - - - - .11 - - - - - - .005 - - - - - - - - - - - - -
Endosulfan II 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
4,4' - DDT 0.005-0.1 - .01 - - - - - - - - - - - .005 - - .012 .005 - - - - - - - - - - - -
Endrin Aldehyde 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Endosulfan Sulfate 0.005-0.1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Toxaphene 0.10-2.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Chlordane 0.02-0.4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
</TABLE>
Note: "-" indicates none detected at analytic reporting limit.
Samples 1-20 were composited surface soil samples collected June 29 - July
5, 1898; Samples 2A-11C were single subsurface soil samples collected
August 17 and 18, 1989 at a depth of approximately five feet below ground
surface.
Background surface soil samples BS-1 and BS-2, collected August 18, 1989
at an off-site location revealed no chlorinated pesticides.
State Lands surface soil sample 10-1 collected August 18, 1989 in the
low-lying State Lands northeast of the Westport Site revealed no
pesticides.
<PAGE> 127
TABLE 10
METALS DETECTED IN SUBSURFACE SOIL SAMPLES
JULY THROUGH AUGUST 1989 (17 CAM/TTLC METHOD)
<TABLE>
<CAPTION>
---------------------------------------------------------------------------------------------------------------
METAL* CONCENTRATION (PPM)
---------------------------------------------------------------------------------------------------------------
SAMPLE
LOCATION
BLOCK
NUMBER
AND
QUADRANT
LETTER Sb As Ba Be Cd Cr Co Cu Pb Mg Mo Ni Se Ag Tl V Zn
---------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
11A 20 3.0 24 ND 0.4 34 11 39 11 0.4 ND 46 0.1 ND ND 38 52
12B 11 1.0 75 ND 0.6 25 13 39 34 0.06 ND 36 0.08 0.5 ND 38 54
13A 21 2.0 20 ND 0.5 34 13 23 11 ND ND 60 0.08 ND ND 40 53
14D 40 1.0 90 ND 0.2 42 19 110 170 0.2 ND 210 0.02 1.0 ND 47 190
15A 12 1.0 70 0.5 0.6 39 15 62 22 0.1 ND 50 0.02 ND ND 50 72
16D 23 2.0 100 ND 0.8 110 30 53 14 0.2 ND 260 0.08 0.5 ND 50 70
17B 18 3.0 180 0.5 0.7 43 27 70 18 0.8 ND 140 0.1 0.5 ND 40 93
18A 20 2.0 20 ND 0.1 25 16 20 13 0.1 ND 65 0.1 ND ND 30 67
19D 18 2.0 110 0.5 0.5 63 23 29 11 0.2 ND 130 0.02 ND ND 48 50
20A 16 2.0 110 0.5 0.7 81 25 43 28 0.2 ND 180 0.07 0.6 ND 50 78
2A 6 0.7 13 0.6 0.5 37 9 54 21 0.05 ND 43 0.09 0.6 ND 46 150
3A 5 1.0 13 0.5 0.4 36 7 40 8 0.02 ND 38 0.07 ND ND 43 78
4C** ND 0.9 11 0.5 0.4 35 9 23 8 0.09 ND 46 0.09 ND ND 39 52
5B** ND 0.7 80 0.5 0.7 38 14 41 33 0.1 ND 57 0.04 0.6 ND 50 100
6D** ND 0.9 69 ND 0.9 30 12 76 81 0.2 ND 67 ND 0.6 ND 29 170
7A 20 0.4 240 ND 3.0 69 20 1,000 3,000 0.2 12 80 0.04 3.0 ND 16 1,000
8B 6 0.5 80 0.5 0.9 30 16 140 200 0.1 ND 72 0.07 1.0 ND 41 340
9A 6 0.9 64 0.7 0.6 43 25 54 17 0.3 ND 120 0.06 0.7 ND 61 88
10C** 8 0.3 200 ND 3.0 30 13 1,700 190 0.1 ND 70 0.03 4.0 ND 40 670
11C** 11 0.5 100 0.6 0.6 28 18 64 49 0.07 ND 53 ND 0.5 ND 43 96
8D-1 9 0.9 11 0.5 0.4 40 9 21 10 ND ND 41 0.08 ND ND 55 43
8D-2 ND 1.2 80 0.4 0.4 19 15 29 14 0.1 ND 40 0.08 ND ND 38 58
Reporting
Limit 5 0.05 10 0.5 0.4 0.7 0.8 0.9 3 0.02 10 2 0.01 0.5 10 5 0.8
---------------------------------------------------------------------------------------------------------------
</TABLE>
** Composition sample from two borings at different depths; one at
approximately 5 feet and and one at approximately 10 feet.
* See Table 16 for metal symbol names
Note: "ND" indicates neon detected at analytic reporting limit.
Sample 11A-20A collected July 6 1989 at approximately two-four below
ground surface; sample 2A-11C and background samples 8D-1 and 8D-2
collected August 17 and 18, 1989 at approximately five feet below ground
surface.
<PAGE> 128
TABLE 11
VOLATILE ORGANIC COMPOUNDS DETECTED IN SUBSURFACE SOIL SAMPLES
COLLECTED JULY THROUGH AUGUST 1989 (EPA METHOD 8240)
CONCENTRATION (ppb)
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
Reporting
Limit SAMPLE LOCATION
COMPOUND (ppb) (BLOCK NO. AND QUADRANT LETTER)
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
11A 12B 13A 14D 15A 16D 17B 18A 19D 20A 2A 3A 4C* 5B* 6D* 7A 8B 9A 10C* 11C
Chloromethane 1000 - - - - - - - - - - - - - - - - - - - -
Bromomethane 1000 - - - - - - - - - - - - - - - - - - - -
Vinyl Chloride 1000 - - - - - - - - - - - - - - - - - - - -
Chloroethane 1000 - - - - - - - - - - - - - - - - - - - -
Methylene Chloride 1000 - - - - - - - - - - - - - - - - - - - -
Acetone 2500 - - - - - - - - - - - - - - - - - - - -
Carbon Disulfide 500 - - - - - - - - - - - - - - - - - - - -
1,1-Dichloroethene 500 - - - - - - - - - - - - - - - - - - - -
1,1-Dichloroethene 500 - - - - - - - - - - - - - - - - - - - -
1,2-Dichloroethene (cis/trans) 500 - - - - - - - - - - - - - - - - - - - -
Chloroform 500 - - - - - - - - - - - - - - - - - - - -
Freon-113 500 - - - - - - - - - - - - - - - - - - - -
1,2-Dichloroethane 500 - - - - - - - - - - - - - - - - - - - -
2 Butanone 2500 - - - - - - - - - - - - - - - - - - - -
1,1,1-Trichloroethane 500 - - - - - - - - - - - - - - - - - - - -
Carbon Tetrachloride 500 - - - - - - - - - - - - - - - - - - - -
Bromodichloromethane 500 - - - - - - - - - - - - - - - - - - - -
1,2-Dichloropropane 500 - - - - - - - - - - - - - - - - - - - -
Trans-1,3-Dichloropropene 500 - - - - - - - - - - - - - - - - - - - -
Trichloroethene 500 - - - - - - - - - - - - - - - - - - - -
Benzene 500 - - - - - - - - - - - - - - - - - - - -
1,1,2-Trichloroethane 500 - - - - - - - - - - - - - - - - - - - -
Dibromochloromethane 500 - - - - - - - - - - - - - - - - - - - -
Cis-1,3-Dichloropropene 500 - - - - - - - - - - - - - - - - - - - -
Bromoform 500 - - - - - - - - - - - - - - - - - - - -
4-Methyl-2-Pentanone 2500 - - - - - - - - - - - - - - - - - - - -
2-hexanone 2500 - - - - - - - - - - - - - - - - - - - -
1,1,2,2-Tetrachloroethane 500 - - - - - - - - - - - - - - - - - - - -
Tetrachloroethylene 1000 - - - - - - - - - - - - - - - - - - - -
Toluene 500 - - - - - - - - - - - - - - - - - - - -
Chlorobenzene 500 - - - - - - - - - - - - - - - - - - - -
Ethyl Benzene 500 - - - - - - - - - - - - - - - - - - - -
Styrene 500 - - - - - - - - - - - - - - - - - - - -
Total Xylenes 500 - - - - - - - - - - - - - - - - - - - -
-----------------------------------------------------------------------------------------------------------------------------------
</TABLE>
[FN]
* Composited sample from two borings at different depths: one at approximately 5
feet and one at approximately 10 feet below ground level.
Note: "-" indicates none detected at analytic reporting limit.
Samples 11A through 20A collected 7/6/89 at approximately 2-4 feet below
ground surface; samples 2A through 11D collected 8/17/89 and 8/18/89 at
approximately 5 feet below ground level.
Background Samples 8D-1 and 8D-2 collected 8/18/89 at an off-site location
(4-4.5 ft below ground level) revealed no volatile organic compounds.
<PAGE> 129
TABLE 12
SEMI-VOLATILE COMPOUNDS DETECTED IN SUBSURFACE SOIL SAMPLES
COLLECTED JULY THROUGH AUGUST 1989 (EPA METHOD 8270)
CONCENTRATION (ppb)
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
Reporting
Limit Range SAMPLE LOCATION
COMPOUND (ppb) (BLOCK NO. AND QUADRANT LETTER)
-----------------------------------------------------------------------------------------------------------------------------------
11A 12B 13A 14D 15A 16D 17B 18A 19D 20A 2A 3A 4C* 5B* 6D* 7A 8B 9A 10C*
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Phenol 330-1700 - - - - - - - - - - - - - - - - - - -
Bis (2-Chloroethyl) ether 330-1700 - - - - - - - - - - - - - - - - - - -
2-Chlorophenol 330-1700 - - - - - - - - - - - - - - - - - - -
1,3-Dichlorobenzene 330 - - - - - - - - - - - - - - - - - - -
1,4-Dichlorobenzene 330 - - - - - - - - - - - - - - - - - - 11000
Benzyl Alcohol 330 - - - - - - - - - - - - - - - - - - -
2-Methylphenol 330 - - - - - - - - - - - - - - - - - - -
1,2-Dichlorobenzene 330 - - - - - - - - - - - - - - - - - - -
Bis (2-Chloroisopropyl) ether 330 - - - - - - - - - - - - - - - - - - -
4-Methylphenol 330 - - - - - - - - - - - - - 2900 - - - - 16000
N-Nitrosodi-N-Propylamine 330 - - - - - - - - - - - - - - - - - - -
Hexachloroethane 330 - - - - - - - - - - - - - - - - - - -
Nitrobenzene 330 - - - - - - - - - - - - - - - - - - -
Isophorone 330 - - - - - - - - - - - - - - - - - - -
2,4-Dimethylphenol 330 - - - - - - - - - - - - - - - - - - -
1,2,4-Trichlorobenzene 330 - - - - - - - - - - - - - - - - - - -
2-Nitrophenol 330-1700 - - - - - - - - - - - - - - - - - - -
Benzoic Acid 1600-8000 - - - - - - - - - - - - - - - - - - -
Bis (2-chloroethoxy) methane 330-1700 - - - - - - - - - - - - - - - - - - -
2,4-Dichlorophenol 330 - - - - - - - - - - - - - - - - - - -
Napthalene 330 - - - - - - - - - - - - - - - - - - -
4-Chloroaniline 330 - - - - - - - - - - - - - - - - - - -
Hexachlorobutadiene 330 - - - - - - - - - - - - - - - - - - -
4-Chloro-3-Methyphenol 330 - - - - - - - - - - - - - - - - - - -
2-Methylnephthelene 330 - - - - - - - - - - - - - - - - - - -
Hexachlorocyclopentediene 330 - - - - - - - - - - - - - - - - - - -
2,4,6-Trichlorophenol 330 - - - - - - - - - - - - - - - - - - -
2,4,5-Trichlorophenol 1600-8000 - - - - - - - - - - - - - - - - - - -
2-Chloronepthalene 330-1700 - - - - - - - - - - - - - - - - - - -
3-Nitroaniline 1600-8000 - - - - - - - - - - - - - - - - - - -
Dimethylphtalate 330-1700 - - - - - - - - - - - - - - - - - - -
2,6-Dinitrotoluene 330-1700 - - - - - - - - - - - - - - - - - - -
Acenaphthylene 330-1700 - - - - - - - - - - - - - - - - - - -
2-Nitroaniline 1600-8000 - - - - - - - - - - - - - - - - - - -
Acenaphthene 330-1700 - - - - - - - - - - - - - - - - - - -
2,4-Dinitrophenol 1600-8000 - - - - - - - - - - - - - - - - - - -
4-Nitrophenol 1600-8000 - - - - - - - - - - - - - - - - - - -
2,4-Dinitrotoluene 330-1700 - - - - - - - - - - - - - - - - - - -
Dibenzofuran 330-1700 - - - - - - - - - - - - - - - - - - -
Diethylphthalate 330-1700 - - - - - - - - - - - - - - - - - - 8200
4-Chlorophenyl phenyl ether 330-1700 - - - - - - - - - - - - - - - - - - -
Fluorene 330-1700 - - - - - - - - - - - - - - - - - - -
4-Nitroaniline 1600-8000 - - - - - - - - - - - - - - - - - - -
</TABLE>
<PAGE> 130
TABLE 12
(CONTINUED)
SEMI-VOLATILE COMPOUNDS DETECTED IN SUBSURFACE SOIL SAMPLES
(APPROXIMATELY 2-4 FEET BELOW THE SURFACE)
COLLECTED 7/6/89 IN THE NON-REFUSE FILL AREAS (EPA METHOD 8270)
CONCENTRATION (ppb)
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
Detection
Limit SAMPLE LOCATION
COMPOUND (ppb) (BLOCK NO. AND QUADRANT LETTER)
------------------------------------------------------------------------------------------------------------------------------------
11A 12B 13A 14D 15A 16D 17B 18A 19D 20A 2A 3A 4C* 5B* 6D* 7A 8B 9A 10C*
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
4,6-dinitro-2-methylphenol 1630-8000 - - - - - - - - - - - - - - - - - - -
N-Nitrosodiphenylamine 330-1700 - - - - - - - - - - - - - - - - - - -
4-Bromophenyl phenyl ether 330-1700 - - - - - - - - - - - - - - - - - - -
Hexachlorobenzene 330-1700 - - - - - - - - - - - - - - - - - - -
Pentachlorophenol 1630-8000 - - - - - - - - - - - - - - - - - - -
Phenanthrene 330-1700 - - - - - - - - - - - - - - - - - - -
Anthracene 330-1700 - - - - - - - - - - - - - - - - - - -
Butyl benzyl phthalate 330-1700 - - - - - - - - - - - - - - - - - - -
Fluoranthene 330-1700 - - - - - - - - - - - - - - - - - - -
Pyrene 330-1700 - - - - - - - - - - - - - - - - - - -
Di-n-Butylphthalate 330-1700 - - - - - - - - - - - - - - - - - - -
3,3'-Dichlorobenzidine 660-3300 - - - - - - - - - - - - - - - - - - -
Benzo(a)anthracene 330-1700 - - - - - - - - - - - - - - - - - - -
Bis(2-ethylhexyl)phthalate 330-1700 - - - - - - - - - - - - - 2700 23000 - - - 127000
Chrysene 330-1700 - - - - - - - - - - - - - - - - - - -
Di-N-octylphthalate 330-1700 - - - - - - - - - - - - - - - - - - -
Benzo(b)fluoranthene 330-1700 - - - - - - - - - - - - - - - - - - -
Benzo(k)fluoranthene 330-1700 - - - - - - - - - - - - - - - - - - -
Benzo(a)pyrene 330-1700 - - - - - - - - - - - - - - - - - - -
Indeno(1,2,3-c,d)pyrene 330-1700 - - - - - - - - - - - - - - - - - - -
Dibenz(a,h)anthracene 330-1700 - - - - - - - - - - - - - - - - - - -
Benzo(g,h,i)perylene 330-1700 - - - - - - - - - - - - - - - - - - -
-----------------------------------------------------------------------------------------------------------------------------------
</TABLE>
* Composited Sample from two borings at different depths: one at approximately
5 feet and one at approximately 10 feet below ground level.
Note: "-" indicates none detected at analytic reporting limit.
Samples 11A through 20A collected 7/6/89 at approximately 2-4 feet below
ground surface; samples 2A through 11D collected 8/17/89 and 8/18/89
at approximately 5 feet below ground level.
Background Samples 8D-1 and 8D-2 collected 8/18/89 at an off-site location
(4-4.5 ft below ground level) revealed no semi-volatile organic compounds.
<PAGE> 131
SAMPLING REPORT
PAGE 3-18
results for the subsurface soils. (Table 9 contains pesticide results for both
surface and subsurface soil samples.) Appendix D contains the laboratory
analytic reports for all soil samples.
3.2 Physical Investigation
The investigation of some of the physical parameters of the soil took place in
both phases of sampling. In the first phase, seven surface samples were analyzed
for water content. In the second phase, twelve subsurface samples were analyzed
for both water content and bulk density. Lithologic descriptions were also
noted.
3.2.1 Sampling Procedure
The first soil samples were collected on April 27 and 28, 1989 in the vicinity
of seven of the B-series wells. A trowel was used to collect surface soil just
under the first few inches of the surface. The samples were immediately placed
in jars supplied by Sequoia Analytic Laboratory and transported to the
laboratory on the same day.
The subsurface samples were collected on June 22 and 23, 1989 and were taken
from the mound and panhandle areas. This sampling was performed in conjunction
with the construction of the six new vapor wells, five of which were located in
the mound and one in the panhandle. A California modified split spoon sampler
was used to collect two soil samples from each vapor well: one sample at 1.5 to
2 feet below the surface and one sample at 4.5 to 6 feet below the surface. This
sampler collects a 2-inch diameter soil core one foot in length. The cap depth
was at least 8 feet at all 6 vapor wells such that all twelve samples were
collected from the cap soil. The samples were immediately transferred to jars,
sealed, and transported to the laboratory within 24 hours of collection.
<PAGE> 132
SAMPLING REPORT
PAGE 3-19
3.2.2 Laboratory Analyses
The seven surface soil samples were analyzed for water content by Sequoia
Analytical Laboratory within one week of submission. The results are contained
in Table 13. The twelve subsurface soil samples were analyzed by Soil Mechanics
Laboratory within a week of their receipt. Laboratory analyses of the subsurface
samples included lithologic descriptions, bulk density determinations, and water
content determinations. Bulk density and water content results for the
subsurface samples are contained in Table 14. Appendix D contains all laboratory
analytic results for soil samples.
<PAGE> 133
TABLE 13
SURFACE SOIL MOISTURE ANALYTIC RESULTS
APRIL 1989
<TABLE>
<CAPTION>
Sample Adjacent to Water Content
Well Number Percent
----------- -------
<S> <C>
B-2 11
B-3 12
B-10 17
B-13 12
B-15 9.3
B-16 13
B-17 19
</TABLE>
<PAGE> 134
TABLE 14
SUBSURFACE SOIL BULK DENSITY IUD MOISTURE ANALYTIC RESULTS
JUNE 1989
<TABLE>
<CAPTION>
Dry
Sample Site Sample Depth Bulk Density Water Content
Well Number (feet) (g/cm(3)) (percent dry weight)
----------- ------ -------- --------------------
<S> <C> <C> <C>
VW-1 1.5 - 2.0 1.09 43.1
VW-1 5.5 - 6.0 1.44 24.5
VW-2 1.5 - 2.0 1.15 46.0
VW-2 4.5 - 5.0 1.41 16.5
VW-3 1.5 - 2.0 1.18 22.7
VW-3 4.5 - 5.0 1.29 30.8
VW-4 1.5 - 2.0 1.36 26.0
VW-4 4.5 - 5.0 1.69 18.4
VW-5 1.5 - 2.0 1.22 40.7
VW-5 4.5 - 5.0 1.22 39.8
VW-6 1.5 - 2.0 1.34 34.3
VW-6 4.5 - 5.0 1.08 39.5
Average: 1.29 31.9
</TABLE>
<PAGE> 135
SAMPLING REPORT
PAGE 4-1
4.0 GROUNDWATER INVESTIGATION
The groundwater investigation involved activities to replicate previous
groundwater sampling and to further aid in defining groundwater quality and
hydrogeologic parameters at the site. The investigation included the following
tasks completed between June 27 and July 13, 1989:
- The construction and sampling of two deeper groundwater
monitoring wells beneath the refuse mound.
- The sampling and analysis of 7 shallow groundwater monitoring
wells (K-3, K-4, K-7, P-1A, UGP-1, S-4A, S-3) and three deeper
monitoring wells (UGP-2, P-1B, P-2B),
- A site wide survey of groundwater levels in 24 wells, and
- A site wide survey of the well casing elevations for the same 24
wells.
Additional activities performed in the third phase (August 1989) included the
construction, water elevation measurement, and sampling of one new shallow well
(MW-3), and the resampling of wells P-1B, UGP-1, and UGP-2.
4.1 Monitoring Well Descriptions
Thirteen groundwater monitoring wells were selected for study in the groundwater
investigation: eight shallow monitor wells (K-3, K-4, P-7, P-14, UGP-1, S-4A,
S-5, and MW-3) and five deep monitor wells (UGP-2, P-1A, P-2B, MW-1 and MW-2).
These wells were selected for study because of their locations relative to the
direction of possible groundwater flow and the refuse area. Figure 5 shows the
well locations. Wells P-7, K-3 and K-4 represent water quality west of the
refuse area (possibly downgradient), whereas wells UGP-1 and UGP-2 represent
water quality south of the refuse site (possibly upgradient). Well MW-3
represents water quality adjacent to the Westport site, below the Belmont
Slough. Wells UGP-1, UGP-2, and MW-3 are located outside the Westport site
property
<PAGE> 136
Figure 5:
[MAP OF SITE PLAN WITH SURFACE WATER SAMPLE
AND GROUNDWATER MONITORING WELL LOCATIONS]
This diagram depicts the snail-shaped Westport Office Park area, and identifies
29 well locations across the site.
<PAGE> 137
SAILING REPORT
PAGE 4-3
boundary. Wells P-lA. S-4A and S-5 represent water quality in the refuse itself
and wells MW-1, MB-2, P-1B and- P-2B are monitoring water quality beneath the
refuse area.
4.1.1 Shallow Monitoring Wells
The seven shallow wells sampled in the second phase were existing monitoring
wells with screen intervals at depths of less than 30 feet from the surface. The
last shallow well, constructed in the third phase, has a screen interval of 8 to
18 feet. Table 15 contains the well construction details.
4.1.2 Deeper Monitoring Wells
Deeper groundwater surveys are useful in assessing refuse contaminant migration
and groundwater flow potential. Three of the deeper monitoring wells were
existing wells with screen depths ranging from 15 to 54 feet; two of the deeper
wells were newly constructed.
4.1.2.1 Existing Deeper Wells
Three deeper wells were available for monitoring: P-1B, P-2B, and UGP-1. The
screen interval for these wells exceeded a depth of 30 feet and went as deep as
54 feet (Table 15). The first two wells were located in the panhandle; the last
one was located off-site. To better investigate the groundwater, two more wells
were constructed in the mound area.
4.1.2.2 New Well Drilling and Construction
Two groundwater monitor wells (MW-1 and MW-2) were constructed beneath the
refuse mound area to determine the water quality and to aid in determining the
groundwater flow direction at that depth. MW-1 and MW-2 were constructed, using
mud rotary drilling techniques, as well pairs for
<PAGE> 138
TABLE 15
WELL CONSTRUCTION DETAILS AND GROUNDWATER
ELEVATIONS OF 24 MONITOR WELLS
<TABLE>
<CAPTION>
-------------------------------------------------------------------------------
DEPTH TO
TOP WATER FROM
SCREENED OF CASING GROUND
COMPLETION(a) INTERVAL(b) ELEVATION SURFACE WATERLEVEL
WELL NO. ZONE (FEET) (MSL)(c) (FEET)(d) (MSL)(c)
-------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
P1A R 5-27.75 14.24 9.03 5.21
P1B D 34-44 14.71 9.86 4.85
P2A R 5-22 13.27 8.19 5.08
P2B D 44-54 14.57 10.45 4.12
P3 S 4-17 6.75 3.55 3.20
P-4 S 11-21 18.82 14.41 4.41
P5 S 4-17 5.86 3.17 2.69
P6 S 6-21 7.42 3.83 3.59
P7 S 6-21 7.10 7.33 -0.23
P8 S 6-20.34 7.62 3.42 4.20
UGP-1 D 15-35 3.11 -(e) -(e)
UGP-2 S 6-25.5 3.79 .50 3.29
K-1 S 4-17.5 8.04 3.07 4.97
K-2 S 4-18.5 7.02 3.02 4.02
K-3 S 4.17.5 7.31 3.96 3.35
K-4 S 4-18.5 7.21 6.89 0.32
K-5 S 6.5-11 10.22 6.67 3.55
S-1A R 12-32 20.49 15.60 4.89
S-2 R 12-31 23.50 18.20 5.30
S-3A R 12-25 20.03 14.93 5.10
S-4A R 12-23 26.99 22.01 4.98
S-5 R 12-42 28.36 23.20 5.16
MW-1 D 62-72 27.46 24.56 2.90
MW-2 D 56-66 27.17 22.88 4.29
MW-3 S 8-18 6.15 18.00 -2.26
-------------------------------------------------------------------------------
</TABLE>
a Completion zone
R Refuse material
S Shallow zone
D Deeper zone
b Screened interval data extracted from Levine-Fricke SWAT Investigation
(1989a).
c MSL = mean sea level
d Depths measured 7/11/89 for all wells except P-7, K-2, and K-5, which were
measured on 7/20/89.
e Flowing Artesian well
<PAGE> 139
SAMPLING REPORT
PAGE 4-5
wells S-5 and S-4A, which were constructed in the refuse material. Figure 5
shows the well locations.
In order to prevent possible cross contamination between the refuse material and
the lower transmissive zone during drilling and well construction of MW-1, MW-2,
and MW-3, conductor casing was set into the clays immediately beneath the
refuse material. The 10-in diameter conductor casing was grouted into place with
neat cement containing 5% bentonite. After the first well's conductor casing was
set, the mud system was flushed and the equipment steam cleaned before new
drilling muds were mixed and drilling continued.
During the drilling process, lithologic descriptions of soil (collected with a
Christensen 94-mm core barrel sampler) were noted at progressively greater soil
depths. The drilled boreholes were terminated in a clay material beneath the
second encountered transmissive zone. Wells MW-1 and MW-2 were drilled to 73 and
66 feet, respectively. When the designated borehole depth was reached, the
drilling muds were replaced with water before well construction began.
The three MW wells were screened from intervals of 62 to 72 feet, 56 to 66 feet,
and 8 to 18 feet. A 4-inch diameter, stainless steel, wirewrap well screen with
0.020-inch slots was used for each well. Four-inch low carbon steel made up the
blank casing. A filter material of 12/30 mesh silica sand was installed to a
depth of 2 feet above the well screen. Two feet of 30 mesh silica sand was
installed above the filter pack to act as a sand bridge. Neat cement with 5%
bentonite was installed as a sanitary seal for the wells. All materials were
installed through a 2-in diameter, steel, tremie pipe, which acts as a temporary
conduit for the well construction operation.
The wells were developed by surge block and bailing techniques. Over ten casing
volumes were removed from each well.
<PAGE> 140
SAMPLING REPORT
PAGE 4-6
4.2 Water Contamination Investigation
Groundwater samples were collected for analysis from all 13 monitoring wells:
eight shallow monitoring wells (K-3, K-4, P-7, P-14, UGP-1, S4A, S-5, and MW-3)
and five deeper monitor wells (UGP-2, P-1A, P-2B, MW-1 and MW-2). These wells
represent groundwater from five distinct areas. Three wells monitor groundwater
within the refuse (P-1A, S-4A, and S-5); four wells monitor water beneath the
refuse (MW-1, MW-2, P-1B, and P-2B); three wells monitor in the non-refuse fill
area (P-7, K-3, and K-4); two monitor south of the 85-acre site (UGP-1 and
UGP-2); and one well monitors northeast of the site (MW-3).
4.2.1 Sampling Procedure
Water samples were collected by one of three different methods: submersible
pump, teflon bailer, and peristaltic pump. The sampling method selected was
determined by pump access to the screened interval and the well's water recharge
rate. The submersible pump with a suction side sampler was employed in all but
three wells. Obstructions in wells S-4A and S-5 required the use of the bailer.
The slow recharge rate in well K-3 required a bailer and a peristaltic pump to
collect samples. Approximately three casing volumes of water were removed from
each well prior to sampling.
Samples from each well were collected into laboratory-specified containers for
the analyses -- 40-ml glass vials, 1-liter glass jars, and 1-liter polyethylene
containers. Identification labels were attached to the sample containers and the
samples were then placed in an ice-packed cooler. The cooler was shipped
next-day-delivery to McLaren Environmental Laboratory. Duplicate water samples
were collected simultaneously and given to the San Mateo County Health
Department. Additionally, approximately ten percent of the samples were also
sent to Anametric Analytical Laboratory as a quality assurance measure.
<PAGE> 141
SAMPLING REPORT
PAGE 4-7
All 13 wells were sampled in July 1989 as a part of phase two sampling except
well MW-3, which vas sampled in the third phase sampling conducted in August
1989. Wells P-1B, UGP-1, and UGP-2 were sampled twice, once in each phase.
4.2.2 Laboratory Analyses
Fifteen groundwater samples collected from 13 monitoring wells were analyzed for
the following: metal content (17 CAM/TTLC metals), chlorinated pesticides (EPA
Method 608), semi-volatile organic compounds (EPA Method 625), volatile organic
compounds (EPA Method 624), and for cyanide. Repeat sample of well P-1B was
analyzed for volatile organic compounds and semi-volatile organic compounds;
repeat sample UGP-l was analyzed for volatile organic compounds; and, repeat
sample UGP-2 was analyzed for chlorinated pesticides.
Analyses vere performed within two weeks of receipt. The laboratory analytic
reports are contained in Appendix E and summaries of the results are contained
in Tables 16-20.
4.3 Geology
The Westport landfill is situated in a former tidal marshland, consisting of
organic silty clay. The lithology encountered during the drilling and sampling
of the 24 monitor wells revealed the following:
o In those areas not covered with refuse, approximately 5 feet of
fill material lies over the former (native) ground surface. The
native soil is a soft, moderately plastic, silty clay of
relatively low permeability that is very moist to wet.
<PAGE> 142
TABLE 16
METAL CONCENTRATIONS DETECTED IN GROUNDWATER
COLLECTED IN JULY AND AUGUST, 1989
(17 CAM/TTLC METHOD)
METAL CONCENTRATION (ppm)
<TABLE>
<CAPTION>
----------------------------------------------------------------------------------------------------------------------------------
Monitoring Well Location and Number
Reporting In Refuse Beneath Refuse
Metal Limit (ppm) P-1A S-4A S-5 MW-1 MW-2 P-18 P-28 P-7
----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Antimony (Sb) 0.5 --- --- --- --- --- --- --- ---
Arsenic (As) 0.005 --- 0.005 0.007 --- --- --- 0.02 0.008
Barium (Ba) 1.0 0.8 --- 1.0 2.0 4.0 --- 2.0 ---
Beryllium (Be) 0.5 --- --- --- --- --- --- --- ---
Cadmium (Cd) 0.01 0.03 --- 0.03 0.08 0.08 0.2 0.07 0.04
Chromium (Cr) 0.02 --- 0.04 --- --- --- --- --- 0.03
Cobalt (Co) 0.08 --- --- 0.08 0.2 0.09 0.1 0.2 0.1
Copper (Cu) 0.09 --- --- --- --- --- 0.09 0.1 ---
Lead (Pb) 0.05 0.2 0.1 0.3 0.3 0.4 0.4 0.5 0.4
Mercury (Mg) 0.002 --- --- --- --- --- --- --- 0.002
Molybdenum (Mo) 1.0 --- --- --- --- --- --- --- ---
Nickel (Ni) 0.2 --- 0.3 --- --- --- --- --- 0.2
Selenium (Se) 0.001 --- --- --- --- --- --- --- 0.002
Silver (Ag) 0.05 --- --- --- --- --- --- --- ---
Thallium (T) 1.0 --- --- --- --- --- --- --- ---
Vanadium (V) 0.5 --- --- --- --- --- --- --- ---
Zinc (Zn) 0.8 0.1 0.9 0.1 0.4 0.4 0.9 0.5 0.2
----------------------------------------------------------------------------------------------------------------------------------
</TABLE>
Note: "---" indicated none detected at analytic reporting limit.
<TABLE>
<CAPTION>
---------------------------------------------------------------------------------------
Northwest
Non-Refuse Fill South of Site of Site
METAL K-3 K-4 UGP-1 UGP-2 MW-3
---------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
Antimony (Sb) --- --- --- --- ---
Arsenic (As) --- --- --- --- 0.02
Barium (Ba) 2.0 --- 2.0 --- ---
Beryllium (Be) --- --- --- --- ---
Cadmium (Cd) 0.3 0.6 0.3 0.1 0.3
Chromium (Cr) 0.3 0.6 --- 0.6 0.4
Cobalt (Co) 0.2 0.2 0.1 0.2 0.1
Copper (Cu) --- 0.4 0.4 0.1 ---
Lead (Pb) 0.1 0.5 0.4 0.4 0.1
Mercury (Mg) --- --- --- 0.002 ---
Molybdenum (Mo) --- --- --- --- ---
Nickel (Ni) 0.2 0.3 --- 0.4 0.3
Selenium (Se) --- --- --- 0.002 0.02
Silver (Ag) 0.05 --- --- --- ---
Thallium (T) --- --- --- --- ---
Vanadium (V) --- --- --- --- ---
Zinc (Zn) --- 0.04 0.06 1.0 ---
--------------------------------------------------------------------------------------
</TABLE>
Note: "---" indicated none detected at analytic reporting limit.
<PAGE> 143
TABLE 17
<TABLE>
VOLATILE ORGANIC COMPOUNDS DETECTED IN GROUNDWATER COLLECTED IN JULY AND AUGUST 1989 (EPA METHOD 624)
CONCENTRATION (ppb)
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
Monitoring Well Location and Number
----------------------------------------------------------------------------------------------------
Northwest
In Refuse Beneath Refuse Non-Refuse Fill South of Site of Site
Reporting Limit
Compound Range (ppb) P-1A S-4A S-5 MW-1 MW-2 P-18 P-18* P-2B P-7 K-3 K-4 UGP-100 UGP-1* UGP-2 MW-3
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Chloromethane 10-50 - - - - - - - - - - - -(-)** - - -
Bromomethane 10-50 - - - - - - - - - - - -(-) - - -
Vinyl Chloride 10-50 - - - - - - - - - - - -(-) - - -
Chloroethane 10-50 - - - - - - - - - - - -(-) - - -
Methylene Chloride 10-50 - - - - - - - - - - - -(-) - - -
Acetone 25-125 - - - - - - - - - - - -(-) - - -
Carbon Disulfide 5-25 - - - - - - - - - - - -(-) - - -
1,1-Dichloroethene 5-25 - - - - - - - - - - - -(-) - - -
1,1-Dichloroethene 5-25 - - - - - - - - - - - -(-) - - -
1,2-Dichloroethene
(cis/trans) 5-25 - - - - - - - - - - - -(-) - - -
Chloroform 5-25 - - - - - - - - - - - -(-) - - -
Freon-113 5-25 - - - - - - - - - - - -(-) - - -
1,2-Dichloroethene 5-25 - - - - - - - - - - - -(-) - - -
2 Butanone 25-125 - - - - - - - - - - - -(-) - - -
1,1,1-Trichloroethane 5-25 - - - - - 7 - - - - - 6(5) - - -
Carbon Tetrachloride 5-25 - - - - - - - - - - - -(-) - - -
Bromodichloromethane 5-25 - - - - - - - - - - - -(-) - - -
1,2-Dichloropropene 5-25 - - - - - - - - - - - -(-) - - -
Trans-1,3-
Dichloropropene 5-25 - - - - - - - - - - - -(-) - - -
Trichloroethene 5-25 - - - - - 10 - - - - - 7(6) - - -
Benzene 5-25 7 - - - - - - - - - - -(-) - - -
1,1,2-Trichloroethene 5-25 - - - - - - - - - - - -(-) - - -
Dibromochloromethene 5-25 - - - - - - - - - - - -(-) - - -
Cis-1,3-
Dichloropropene 5-25 - - - - - - - - - - - -(-) - - -
Bromoform 5-25 - - - - - - - - - - - -(-) - - -
4-Methyl-2-Pentanone 25-125 - - - - - - - - - - - -(-) - - -
2-hexanone 25-125 - - - - - - - - - - - -(-) - - -
1,1,2,2-
Tetrachloroethane 5-25 - - - - - - - - - - - -(-) - - -
Tetrachloroethylene 10-50 - - - - - - - - - - - -(-) - - -
Toluene 5-25 97 40 6 - - - - - - - - -(-) - - -
Chlorobenzene 5-25 - - - - - - - - - - - -(-) - - -
Ethyl Benzene 5-25 48 16 24 - - - - - - - - -(-) - - -
Styrene 5-25 - - - - - - - - - - - -(-) - - -
Total Xylenes 5-25 80 12 12 - - - - - - - - -(-) - - -
-----------------------------------------------------------------------------------------------------------------------------------
* Repeat sampling performed in August 1989.
** Numbers in parentheses indicate values obtained on replicate test from same sampling date.
Note: "-" indicates none detected at analytic detection limit. Also, two trip blanks were run and all values were reported as none
detected at reporting limits.
</TABLE>
<PAGE> 144
TABLE 18
SEMI-VOLATILE ORGANIC COMPOUNDS DETECTED IN GROUNDWATER COLLECTED
IN JULY AND AUGUST 1989 (EPA METHOD 625)
<TABLE>
<CAPTION>
CONCENTRATION (ppb)
--------------------------------------------------------------------------------------------
Monitoring Well Location and Number
--------------------------------------------------------------------------------------------
Compound Northwest
Detection In Refuse Beneath Refuse Non-Refuse Fill South of Site of Site
Limit P-1A S-4A S-5 MW-1 MW-2 P-1B P1-B* P-2B P-7 K-3 K-4 UGP-1 UGP-2 MW-3
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Phenol 10 - - - - - - - - - - - - - -
Bis (2-choloroethyl) ether 10 - - - - - - - - - - - - - -
2-Chlorophenol 10 - - - - - - - - - - - - - -
1, 3-Dicholorobenzene 10 - - - - - - - - - - - - - -
1, 4-Diichlorobenzene 10 - - 95 - - - - - - - - - - -
Benzyl alcohol 10 - - - - - - - - - - - - - -
2-Methylphenol 10 - 70 20 - - - - - - - - - - -
1, 2-Dicholorobenzene 10 - - - - - - - - - - - - - -
Bis (2-chloroisopropy) ether 10 - 80 - - - - - - - - - - - -
4-Methylphenol 10 - 15 13 - - - - - - - - - - -
N-Nitrosodi-n-propylamine 10 - - - - - - - - - - - - - -
Hexachloroethane 10 - - - - - - - - - - - - - -
Nitrobenzene 10 - - - - - - - - - - - - - -
Isophorone 10 - 15 - - - - - - - - - - - -
2, 4-Dimethylphenol 10 100 35 14 - - - - - - - - - - -
1, 2, 4-Trichlorobenzene 10 - - - - - - - - - - - - - -
2-Nitrophenol 10 - - - - - - - - - - - - - -
Benzoic acid 50 - - - - - - - - - - - - - -
Bis (2-chloroethoxy) methane 10 - - - - - - - - - - - - - -
2, 4-Dichlorophenol 10 - - - - - - - - - - - - - -
Naphthalene 10 110 - 33 - - - - - - - - - - -
4-Chloroaniline 10 - - - - - - - - - - - - - -
Hexachlorobutadiene 10 - - - - - - - - - - - - - -
4-Chloro-3-methlyphenol 10 - 30 - - - - - - - - - - - -
2-Methylnaphthalene 10 - 90 - - - - - - - - - - - -
Hexachlorocyclopentadiene 10 - - - - - - - - - - - - - -
2, 4, 6-Trichlorophenol 10 - - - - - - - - - - - - - -
2, 4, 5-Trichlorophenol 50 - - - - - - - - - - - - - -
2-Chloronaphthalene 10 - - - - - - - - - - - - - -
3-Nitroaniline 50 - - - - - - - - - - - - - -
Dimethylphthalate 10 - - - - - - - - - - - - - -
2, 6-Dinitrotoluene 10 - - - - - - - - - - - - - -
Acenaphthylene 10 - - - - - - - - - - - - - -
2-Nitroaniline 50 - - - - - - - - - - - - - -
Acenaphthene 10 - 20 - - - - - - - - - - - -
2, 4-Dinitrophenol 50 - - - - - - - - - - - - - -
4-Nitrophenol 50 - - - - - - - - - - - - - -
2, 4-Dinitrotoluene 10 - - - - - - - - - - - - - -
Dibenzofuran 10 - 30 - - - - - - - - - - - -
Diethylphthalate 10 - - - - - - - - - - - - - -
4-Chlorophenyl phenyl ether 10 - - - - - - - - - - - - - -
Fluorene 10 - - - - - - - - - - - - - -
</TABLE>
<PAGE> 145
TABLE 18
(CONTINUED)
SEMI-VOLATILE ORGANIC COMPOUNDS DETECTED IN GROUNDWATER COLLECTED IN
JULY 1989 (EPA METHOD 625)
CONCENTRATION (ppb)
<TABLE>
<CAPTION>
Monitoring Well Location and Number
------------------------------------------------------------------------------------------
In Refuse Beneath Refuse Non-Refuse Fill South of Site Northwest
Detection --------------- ------------------------------ --------------- ------------- of Site
Compound Limit P-1A S-4A S-5 MW-1 MW-2' P-1B P-1B* P-2B P-7 K-3 K-4 UGP-1 UGP-2 MW-3
-------- --------- ---- ---- --- ---- ----- ---- ----- ---- --- --- --- ----- ----- ---------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
4-Nitroaniline 50 -- -- -- -- -- -- -- -- -- -- -- -- -- --
4,6-Dinitro-2-methylphenol 50 -- -- -- -- -- -- -- -- -- -- -- -- -- --
N-Nitrosodiphenylamine 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
4-Bromophenyl phenyl ether 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Hexachlorobenzene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Pentachlorophenol 50 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Phenanthrene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Anthracene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Butyl benzyl phthalate 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Fluoranthene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Pyrene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Di-n-butylphthalate 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
3,3'-Dichlorobenzidine 20 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Benzo(a)anthracene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Bis(2-ethylhexyl)phthalate 10 43 -- 43 -- -- 16 -- -- -- -- -- -- -- --
Chrysene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Di-n-octylphthalate 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Benzo(b)fluoranthene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Benzo(k)fluoranthene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Benzo(a)pyrene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Indeno(1,2,3-c,d)pyrene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Dibenz(a,h)anthracene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
Benzo(g,h,i)perylene 10 -- -- -- -- -- -- -- -- -- -- -- -- -- --
</TABLE>
* Repeat sampling performed in August, 1989.
Note: "--" indicates none detected at analytic detection limit.
<PAGE> 146
<TABLE>
<CAPTION>
TABLE 19
CHLORINATED COMPOUNDS DETECTED IN GROUNDWATER COLLECTED IN
JULY AND AUGUST, 1989 (EPA METHOD 608)
CONCENTRATION (ppb)
-------------------------------------------------------------------------------------------------------------------------------
Monitoring Well Location and Number
Reporting
Limit In Refuse Beneath Refuse Non-Refuse Fill South of Site Northeast
Range -------------------- ---------------------- ---------------- --------------------- of Site
Compound (ppb) P-1A S-4A S-5 MW-1 MW-2 P-1B P-2B P-7 K-3 K-4 UGP-1 UGP-2 UGP-2* MW-3
------------------ --------- ---- -------- ---- ---- ---- ---- ---- ---- ---- ---- ----- ----- ------- ---------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Arochlor 1016 0.5-5 - - - - - - - - - - - - - -
Arochlor 1221 1.0-10 - - - - - - - - - - - - - -
Arochlor 1232 0.5-5 - - - - - - - - - - - - - -
Arochlor 1242 0.5-5 - - - - - - - - - - - - - -
Arochlor 1248 0.5-5 - - 75 - - - - - - - - - - -
Arochlor 1254 0.5-5 - - 72 - - - - - - - - - - -
Arochlor 1260 0.5-5 37 - 20 - - - - - - - - - - -
Alpha - BHC 0.05-0.5 - - - - - - - - - - - - - -
Gamma - BHC 0.05-0.5 - 0.08 - - - - - - - 0.06 - - - -
Delta - BHC 0.05-0.5 - - - - - - - - - 0.10 - 0.09 - -
Beta - BHC 0.05-0.5 - 0.170.08 - - - - - - - 0.27 - - - -
Heptachlor 0.05-0.5 - - 1.4 - - - - - - - - 0.09 - -
Aldrin 0.05-0.5 - 0.05 - - - - - - 0.05 0.12 - - - -
Neptachlor Epoxide 0.05-0.5 - 0.19 - - - - - - 0.06 0.20 - 0.06 - -
Endosulfan I 0.05-0.5 - - - - - - - - 0.21 0.23 - - - -
4,4' - DDE 0.05-0.5 - 0.07 - - - - - - 0.29 0.35 - 0.11 0.05 -
Dieldrin 0.05-0.5 - 0.16 - - - - - - 0.06 0.19 - 0.07 - -
Endrin 0.05-0.5 - 0.09 - - - - - - 0.12 0.21 - - - -
4,4' - DDD 0.05-0.5 - 0.25 - - - - - - - 0.26 - 0.54 - -
Endosulfan II 0.05-0.5 - 0.14 - - - - - - 0.23 0.09 - - - -
4,4' - DDT 0.05-0.5 - 0.08 - - - 0.23 - 0.40 - 0.48 - 0.06 0.06 -
Endrin Aldehyde 0.05-0.5 - - - - - - - 0.40 - - - - - -
Endosulfan Sulfate 0.05-0.5 - - - - - - - - - - - 0.06 - -
Toxaphene 5.0-50 - - - - - - - - - - - - -
Chlordane 0.5-5 - - - - - - - - - - - - -
-------------------------------------------------------------------------------------------------------------------------------
</TABLE>
* Repeat sampling performed in August, 1989.
Note: "-" indicates none detected at the analytic reporting limit.
<PAGE> 147
TABLE 20
CYANIDE CONCENTRATION DETECTED IN GROUNDWATER COLLECTED IN JULY 1989
CONCENTRATION (ppm)
<TABLE>
<CAPTION>
--------------------------------------------------------------------------------------------------------------------------------
Compound Monitoring Well Location and Number
---------------------------------------------------------------------------------------------------------
Northeast
Analytic In Refuse Beneath Refuse Non-Refuse Fill South of Site of Site
Detection ---------------------------------------------------------------------------------------------------------
Limit P-1A S-4A S-5 MW-1 MW-2 P-1B P-2B P-7 K-3 K-4 UGP-1 UGP-2 MW-3
--------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Cyanide 0.01-0.02 0.03 - - - - - - - - - - - -
--------------------------------------------------------------------------------------------------------------------------------
</TABLE>
Note: "-" indicates none detected at analytic detection limit.
<PAGE> 148
SAMPLING REPORT
PAGE 4-14
o The dominant soil material is a silty clay, which in many cases
extends the entire length of the borehole. The silty and clayey
sands, when encountered, are infrequent and do not appear to be
laterally continuous. In general, the clayey sands are 1 to 2
feet thick with the exception of those of wells MW-1, MW-2, and
P-7 which are 10, 4, and 8 feet thick, respectively.
o The refuse material encountered below the approximately 8-foot,
silty clay, cap is mostly saturated and ranges in thickness from
4 to 30 feet. An organic silty clay of relatively low
permeability is observed below the refuse material.
o The refuse depth in wall P-lA in the panhandle area is 27 feet;
the refuse depth in well S-5 in the refuse mound is 40 feet. The
panhandle and refuse mound elevations above the original ground
surface at wells P-lA and S-5 are 4 and 28 feet, respectively.
Therefore, a significant portion of the refuse material lies
below the original ground surface.
o There are not any distinct lithologic changes observed with
depth or any evidence of laterally continuous transmissive
zones.
4.4 Groundwater Flow Characterization
A site wide survey was conducted to characterize the groundwater flow direction
beneath the entire 85-acre site. The survey involved measuring groundwater
elevations and the top of casing elevations at all 24 wells on site. Groundwater
elevations in mean sea level (MSL) were calculated and are presented along with
well construction details in Table 15. Note that well UGP-1, constructed south
of the landfill, is an artesian well. The completion zone (shallow, deep, or
refuse material) for each of the 24 wells is also presented in Table 15.
Nineteen wells are screened in the first saturated zone; of these, seven wells
(P1A, P2A, S-1A, S-2, S-3A, S-4A, and S-5) are screened in the refuse material.
A contour map constructed using the 19 shallow groundwater elevations is shown
in Figure 6. The remaining 5 wells (P-1B, P-2B, UGP-1, MW-1 and MW-2) are
screened at deeper intervals. Wells
<PAGE> 149
[FIGURE 6 CONTOUR MAP OF SHALLOW GROUNDWATER ELEVATIONS]
This diagram depicts the snail-shaped Westport Office Park area, and
identifies 29 well locations across the site. Four arrows show the direction of
groundwater flow.
<PAGE> 150
SAMPLING REPORT
PAGE 4-16
P-1B, P-2B, MW-1, and MW-2 were constructed beneath the refuse material; well
UGP-1 is off-site. A contour map based on the groundwater elevations of these
deeper wells is depicted in Figure 7.
4.4.1 Shallow Groundwater
Well water elevation levels indicate that a mounding of shallow groundwater
occurs in the mound and panhandle areas. As shown in the shallow groundwater
contour map (Figure 6), the potential groundwater movement is radial from the
refuse mound and panhandle areas to the surrounding areas. The direction of
shallow groundwater movement on the west side of the refuse area is westward,
toward the Belmont Slough. However, the water levels in wells S-1A and UGP-2
indicate that the groundwater also flows from the refuse area southward.
4.4.2 Deeper Groundwater
The depth at which deeper wells are screened varies significantly (Table 15) due
to the discontinuous nature of the coarser grained geologic material beneath the
landfill. Because the wells are not screened across similar depth intervals, the
direction of deeper groundwater movement cannot be established with a high level
of certainty. The groundwater levels in wells P-1B, P-2B, MW-1, and MW-2 suggest
that the flow direction of the deeper groundwater may be similar to that of the
shallow groundwater. The relatively high water level in well P-1B relative to
other deeper wells suggest that groundwater may move radially away from this
well towards adjoining areas (Figure 7). Regional hydrogeologic conditions
suggest that deeper groundwater moves in an easterly direction towards the San
Francisco Bay.
The groundwater elevations in well pairs MW-1/S-5 and MW-2/S-4A indicate that a
downward vertical gradient exists between the refuse mound and the saturated
sands beneath the refuse mound. This suggests that groundwater
<PAGE> 151
Figure 7:
Contour Map of Deeper
Groundwater Elevations
This diagram depicts the snail-shaped Westport Office Park area, and identifies
29 well locations. Three arrows show the direction of groundwater flow.
<PAGE> 152
in the refuse mound would have a potential for migrating to a greater depth were
it not for the far greater potential for lateral migration. The difference in
migration potentials is a result of the greater hydraulic conductivity
(permeability) of the refuse than the underlying clay.
The soils encountered in MW-1 and MW-2 immediately beneath the refuse are low
permeable clays that act as an aquatard to vertical groundwater movement. The
effectiveness of the low permeable clays in preventing vertical groundwater
movement is supported by the absence of refuse-related chemical contaminants in
water samples collected from wells MW-1 and MW-2. Further support is provided by
the observation that the deeper groundwater at the site appears to be confined
(under pressure) as seen by the flowing artesian well UGP-1 and the water levels
of wells MW-1 and MW-2.
The primary movement of groundwater at the site is lateral. However, even this
lateral movement of the groundwater from the refuse material to the surrounding
areas is inhibited by the low permeability of the surrounding silty clay.
<PAGE> 153
SAMPLING REPORT
PAGE 5-1
5.0 SURFACE WATER INVESTIGATION
Five surface water samples were collected August 18, 1989 from sites along the
Belmont Slough at locations specified by the EPA (Figure 5). The samples were
collected in the laboratory-specified containers and transported to the
laboratory in ice chests within 24 hours of collection. Contaminant analyses
included metals (17 CAM/TTLC metals), chlorinated pesticides (EPA Method 608),
semi-volatile organic compounds (EPA Method 625), volatile organic compounds
(EPA Method 624), and cyanide.
The surface water laboratory analytic results are contained in Appendix F and
summaries of the results are contained in Tables 21 - 24.
<PAGE> 154
TABLE 21
METAL CONCENTRATIONS AND CYANIDE DETECTED IN SURFACE WATER
COLLECTED AUGUST 1989 (17 CAM/TTLC METAL ANALYSIS METHOD)
CONCENTRATION (ppm)
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------
Reporting Sample No.
Limit
Metal (ppm) SW-1 SW-2 SW-3 SW-4 SW-5
--------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Antimony (Sb) 0.5 --- --- --- --- ---
Arsenic (As) 0.005 0.005 0.01 0.005 0.008 0.009
Barium (Ba) 1 --- --- --- --- ---
Beryllium (Be) 0.05 --- --- --- --- ---
Cedmium (Cd) 0.01 0.03 0.03 0.03 0.03 0.03
Chromium (Cr) 0.02 0.02 0.02 0.03 0.03 0.03
Cobalt (Co) 0.08 0.1 0.1 0.1 0.1 0.1
Copper (Cu) 0.09 --- --- --- --- ---
Lead (Pb) 0.05 0.2 0.1 0.2 0.1 0.1
Mercury (Hg) 0.002 --- --- --- --- ---
Molybdenum (Mo) 1.0 --- --- --- --- ---
Nickel (Ni) 0.2 0.3 0.3 0.2 0.3 0.3
Selenium (Se) 0.001 --- 0.007 --- --- ---
Silver (Ag) 0.05 --- --- --- --- ---
Thallium (T) 1.0 --- --- --- --- ---
Vanadium (V) 0.5 --- --- --- --- ---
Zinc (Zn) 0.08 --- --- --- --- ---
Cyanide 0.02 --- --- --- --- ---
--------------------------------------------------------------------------------------------------------------------
</TABLE>
Note: "---" indicates none detected at analytic reporting limit.
<PAGE> 155
TABLE 22
VOLATILE ORGANIC COMPOUNDS
DETECTED IN SURFACE WATER COLLECTED IN AUGUST 1989
(EPA METHOD 624)
CONCENTRATION (ppb)
<TABLE>
<CAPTION>
--------------------------------------------------------------------------------
Reporting
Limit
Range
Compound (ppb) SW-1 SW-2 SW-3 SW-4 SW-5
--------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Chloromethane 10 - - - - -
Bromomethane 10 - - - - -
Vinyl Chloride 10 - - - - -
Chloroethane 10 - - - - -
Methylene Chloride 25 - - - - -
Acetone 25 - - - - -
Carbon Disulfide 5 - - - - -
1,1-Dichloroethene 5 - - - - -
1,1-Dichloroethene 5 - - - - -
1,2-Dichloroethene (cis/trans) 5 - - - - -
Chloroform 5 - - - - -
Freon-113 5 - - - - -
1,2-Dichloroethane 5 - - - - -
2 Butanone 25 - - - - -
1,1,1-Trichloroethane 5 - - - - -
Carbon Tetrachloride 5 - - - - -
Bromodichloromethane 5 - - - - -
1,2-Dichloropropane 5 - - - - -
Trans-1,3-Dichloropropene 5 - - - - -
Trichloroethene 5 - - - - -
Benzene 5 - - - - -
1,1,2-Trichloroethane 5 - - - - -
Dibromochloromethane 5 - - - - -
Cis-1,3-Dichloropropene 5 - - - - -
Bromoform 5 - - - - -
4-Methyl-2-Pentanone 25 - - - - -
2-hexanone 25 - - - - -
1,1,2,2-Tetrachloroethane 5 - - - - -
Tetrachloroethylene 10 - - - - -
Toluene 5 - - - - -
Chlorobenzene 5 - - - - -
Ethyl Benzene 5 - - - - -
Styrene 5 - - - - -
Total Xylenes 5 - - - - -
--------------------------------------------------------------------------------
</TABLE>
Note: "-" indicates none detected at analytic detection limit.
<PAGE> 156
TABLE 23
SEMI-VOLATILE ORGANIC COMPOUNDS DETECTED IN SURFACE WATER
COLLECTED IN AUGUST 1989 (EPA METHOD 625)
CONCENTRATION (ppb)
<TABLE>
<CAPTION>
----------------------------------------------------------------------------------------------
Sample No.
Compound
Detection
Limit (ppb) SW-1 SW-2 SW-3 SW-4 SW-5
----------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Phenol 10 - - - - -
Bis(2-chloroethyl)ether 10 - - - - -
2-Chlorophenol 10 - - - - -
1,3-Dichlorobenzene 10 - - - - -
1,4-Dichlorobenzene 10 - - - - -
Benzyl alcohol 10 - - - - -
2-Methylphenol 10 - - - - -
1,2-Dichlorobenzene 10 - - - - -
Bis(2-chloroisopropyl)ether 10 - - - - -
4-Methylphenol 10 - - - - -
N-Nitrosodi-n-propylamine 10 - - - - -
Hexachloroethane 10 - - - - -
Nitrobenzene 10 - - - - -
Isophorone 10 - - - - -
2,4-Dimethylphenol 10 - - - - -
1,2,4-Trichlorobenzene 10 - - - - -
2-Nitrophenol 10 - - - - -
Benzoic acid 50 - - - - -
Bis(2-chloroethoxy)methane 10 - - - - -
2,4-Dichlorophenol 10 - - - - -
Naphthalene 10 - - - - -
4-Chloroaniline 10 - - - - -
Hexachlorobutadiene 10 - - - - -
4-Chloro-3-methlyphenol 10 - - - - -
2-Methylnaphthalene 10 - - - - -
Hexachlorocyclopentadiene 10 - - - - -
2,4,6-Trichlorophenol 10 - - - - -
2,4,5-Trichlorophenol 50 - - - - -
2-Chloronaphthalene 10 - - - - -
3-Nitroaniline 50 - - - - -
Dimethylphthalate 10 - - - - -
2,6-Dinitrotaluene 10 - - - - -
Acenaphthylene 10 - - - - -
2-Nitroaniline 50 - - - - -
Acenaphthene 10 - - - - -
2,4-Dinitrophenol 50 - - - - -
4-Nitrophenol 50 - - - - -
2,4-Dinitrotoluene 10 - - - - -
Dibenzofuran 10 - - - - -
Diethylphthalate 10 - - - - -
4-Chlorophenyl phenyl ether 10 - - - - -
Fluorene 10 - - - - -
</TABLE>
<PAGE> 157
TABLE 23
(CONTINUED)
SEMI-VOLATILE ORGANIC COMPOUNDS DETECTED IN SURFACE WATER
COLLECTED IN AUGUST 1989 (EPA METHOD 625)
CONCENTRATION (ppb)
<TABLE>
<CAPTION>
Sample No.
-----------------------------------------------------------
Limit
Detection
Compound (ppb) SW-1 SW-2 SW-3 SW-4 SW-5
-------- --------- ---- ---- ---- ---- ----
<S> <C> <C> <C> <C> <C> <C>
4-Nitroaniline 50 -- -- -- -- --
4,6-Dinitro-2-methylphenol 50 -- -- -- -- --
N-Nitrosodiphenylamine 10 -- -- -- -- --
4-Bromophenyl phenyl ether 10 -- -- -- -- --
Hexachlorobenzene 10 -- -- -- -- --
Pentachlorophenol 50 -- -- -- -- --
Phenanthrene 10 -- -- -- -- --
Anthracene 10 -- -- -- -- --
Butyl benzyl phthalate 10 -- -- -- -- --
Fluoranthene 10 -- -- -- -- --
Pyrene 10 -- -- -- -- --
Di-n-butylphthalate 10 -- -- -- -- --
3,3'-Dichlorobenzidine 20 -- -- -- -- --
Benzo(a)anthracene 10 -- -- -- -- --
Bis(2-ethylhexyl)phthalate 10 -- -- -- -- --
Chrysene 10 -- -- -- -- --
Di-n-octylphthalate 10 -- -- -- -- --
Benzo(b)fluoranthene 10 -- -- -- -- --
Benzo(k)fluoranthene 10 -- -- -- -- --
Benzo(a)pyrene 10 -- -- -- -- --
Indeno(1,2,3-c,d)pyrene 10 -- -- -- -- --
Dibenz(a,h)anthracene 10 -- -- -- -- --
Benzo(g,h,i)perylene 10 -- -- -- -- --
</TABLE>
Note: "--" indicates none detected at analytic detection limit.
<PAGE> 158
TABLE 24
CHLORINATED COMPOUNDS DETECTED IN SURFACE WATER
COLLECTED IN AUGUST 1989 (EPA METHOD 608)
CONCENTRATION (ppb)
<TABLE>
<CAPTION>
--------------------------------------------------------------------------------
Reporting Limit Sample No.
Compound Range (ppb) SW-1 SW-2 SW-3 SW-4 SW-5
--------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Arochlor 1016 0.5 - - - - -
Arochlor 1221 1.0 - - - - -
Arochlor 1232 0.5 - - - - -
Arochlor 1242 0.5 - - - - -
Arochlor 1248 0.5 - - - - -
Arochlor 1254 0.5 - - - - -
Arochlor 1260 0.5 - - - - -
Alpha - BHC 0.05 - - - - -
Gamma - BHC 0.05 - - - - -
Delta - BHC 0.05 - - - - -
Beta - BHC 0.05 - - - - -
Heptachlor 0.05 - - - - -
Aldrin 0.05 - - - - -
Heptachlor Epoxide 0.05 - - - - -
Endosulfan I 0.05 - - - - -
4,4' - DDE 0.05 - - - - -
Dieldrin 0.05 - - - - -
Endrin 0.05 - - - - -
4,4' - DDD 0.05 - - - - -
Endosulfan II 0.05 - - - - -
4,4' - DDT 0.05 - - - - -
Endrin Aldehyde 0.05 - - - - -
Endosulfan Sulfate 0.05 - - - - -
Toxaphene 5.0 - - - - -
Chlordane 0.5 - - - - -
--------------------------------------------------------------------------------
<FN>
Note: "-" indicates none detected at the analytic reporting limit.
</FN>
</TABLE>
<PAGE> 159
SAMPLING REPORT
PAGE 6-1
6.0 SUMMARY
A summary of the sampling activities and results presented in this report allow
an assessment of both the extent of contamination and the potential for
groundwater flow. These two assessments are discussed separately below.
6.1 Extent of Contamination
The following summary addresses the extent of contamination of metals and
chemicals detected in the three sampled media (soil vapor, soil, and water) at
the various locations throughout the site. Samples included: (1) 17 soil vapor
samples collected throughout the refuse mound and panhandle, (2) 20 composited
surface soil samples collected throughout the entire 85-acre site (panhandle,
mound, and non-refuse fill areas), (3) 20 subsurface soil samples collected
throughout the site, and (4) 15 groundwater samples, shallow or deeper,
collected from all three areas plus two off-site areas. Contaminant analyses
include metals, semi-volatile organic compounds, volatile organic compounds,
chlorinated pesticides, and cyanide. The contaminants are discussed in that
order in the following sections.
6.1.1 Metals
Metal analyses were conducted on soil and groundwater. In only one case did the
metals exceed the State TTLCs that classify soil as hazardous waste for disposal
purposes (Marshack, 1988): refuse subsurface soil sample 7A had a detected value
of 3000 ppm lead. Two prior Levin-Fricke subsurface soil samples (one panhandle
and one non-refuse fill area) had detected elevated lead concentrations of 3800
ppm and 2000 ppm
McLaren's groundwater analytic results for metals were consistent with
Levine-Fricke's results. Although the water is brackish at the site, and
<PAGE> 160
SAMPLING REPORT
PAGE 6-2
therefore unsuitable for drinking, the metals detected in the shallow
groundwater were generally below California's Maximum Contaminant Levels (MCLs)
for drinking water (CDHS, 1989). Only a few metals slightly exceeded the MCLs.
McLaren's surface water analytic results for metals did not demonstrate any
elevated levels.
6.1.2 Semi-volatile Organic Compounds
Only a few semi-volatiles were detected in the soil samples. Of the surface soil
samples: no semi-volatiles were-detected in the panhandle area; one mound sample
yielded concentrations ranging from 0.5 to 3.6 ppm for six different polynuclear
aromatic hydrocarbons; and, one non-refuse fill sample yielded 0.93 ppm of
4-methylphenol. Of the subsurface soil samples, two refuse-area samples had both
4-methylphenol (at 2.9 and 16 ppm) and bis(2-ethylhexyl)phthalate (at 2.7 and
127 ppm); one of these samples also had 11 ppm 1,4 dichlorobenzene and 8.2 ppm
diethylphthalate. A third refuse-area subsurface soil sample had 23 ppm
bis(2ethylhexyl)phthalate.
Of the groundwater samples: no semi-volatiles were detected in the offsite
samples or in the non-refuse fill samples; only a single compound was detected
in one of four deeper samples (well P-1B) collected beneath the refuse mound;
and, the refuse area shallow groundwater samples contained a mixture of
compounds at levels ranging from 13 to -110 ppb. -A repeat sample of the deeper
well P-1B failed to yield a single semi-volatile compound.
These findings are largely consistent with Levine-Fricke's sampling results,
which revealed naphthalene in a single panhandle subsurface soil sample, a
mixture of low-level semi-volatiles in the refuse area groundwater samples, and
a single compound in an off-site groundwater
<PAGE> 161
SAMPLING REPORT
PAGE 6-3
sample (well UGP-1). The repeated finding of semi-volatiles in the refuse fill
area shallow groundwater affirms their presence at low concentrations. However,
the single findings of compounds in the panhandle soil (naphthalene), the
non-refuse fill soil (4-methylphenol), and the off-site groundwater (phthalate)
suggest the absence of any general pattern of soil or non-refuse fill
groundwater contamination with semi-volatile compounds. In fact, of four samples
collected from off-site well UGP-1 and analyzed for semi-volatile compounds
(three Levine-Fricke and one McLaren), only one contained the phthalate.
6.1.3 Volatile Organic Compounds
Analyses for volatile organic compounds (VOCs) were performed on all the soil
and groundwater samples with the exception of surface soils. In addition, 17
soil vapor samples from 13 vapor wells located throughout the mound and
panhandle were analyzed for selected organic gases and vapors. Consequently, VOC
analyses performed on non-refuse fill area media included 10 soil and 3 shallow
groundwater samples; no VOCs were detected in any of these samples.
The panhandle sampling media included 3 soil vapor samples. 3 subsurface soil
samples, and 4 groundwater samples (one shallow and three deeper, which includes
one repeat sample from one of the deeper wells). Soil vapor sampling in the
panhandle area indicated the general absence of volatiles, with detected
compounds being the same as those detected in the trip blanks. Similarly, no
VOCs were detected in the soil samples. The shallow groundwater sample yielded a
few volatiles (97 ppb toluene, 48 ppb ethylbenzene, and 80 ppb total xylenes);
one of the deeper groundwater samples (P-1B) yielded 7 ppb 1,1,1-trichloroethane
and 10 ppb trichloroethene. Repeat sampling of well P-1B failed to detect these
contaminants.
<PAGE> 162
SAMPLING REPORT
PAGE 6-4
The refuse mound area had a total of 14 soil vapor samples, 7 subsurface soil
samples, and 4 groundwater samples (2 shallow and 2 deeper). The soil vapor
sampling indicated the presence of a number of landfill gases. However, vinyl
chloride was not detected. No VOCs were detected in the soil samples. The
shallow groundwater, like that of the panhandle, yielded detectable levels of a
few volatile compounds (6-40 ppb toluene, 16-24 ppb ethylbenzene, and 12 ppb
total xylenes). Neither of the two deeper mound groundwater samples had
detectable VOCs.
Off-Site VOC sampling consisted of three groundwater well samples south of
the site (two deeper samples from UCP-1 and one from shallow sample from UCP-2)
and one shallow well sample northeast of the site (MV-3). The deeper well sample
revealed trace levels of 1,1,1-trichlorocthane (6 ppb) and trichloroethene (7
ppb) when first sampled; these findings were not substantiated by repeat
sampling. The shallow well samples revealed no VOCs.
The soil vapor sampling indicates the presence of a variety of volatile landfill
gases present in the mound area of the site at relatively low concentrations
(less than 1.0 ppm).
McLaren's groundwater sampling results are consistent with prior sampling
performed by Levine-Fricke (1989 a,c) in that no VOCs were detected in the
non-refuse fill area and low concentrations of several VOCs were detected in the
shallow water from both the panhandle and the mound areas. Several anomalous
findings in the second phase testing suggested that sampling and analytic
testing needed to be replicated before it could be established that some of the
well waters actually contained volatiles. These included the trichloroethene and
trichloroethane detected in wells P-1B (beneath the refuse) and UGP-1
(off-site). Previous Levine-Fricke sampling failed to detect these compounds
but did yield 0.005 ppm carbon tetrachloride from well P-1B. Additionally,
Levine-Fricke's previously reported finding of acetone (0.022 ppm) from well
UCP-2 was not replicated by McLaren's
<PAGE> 163
SAMPLING REPORT
PAGE 6-5
sampling. Such inconsistent findings involving trace quantities of compounds
suggest contamination during sampling or analysis as a possible source of these
compounds. In fact, third phase replicate sampling of well UGP-1 for VOCs and
well P-1B for VOCs and semi-volatiles failed to detect any of these compounds.
6.1.4 Chlorinated Pesticides
The analyses for chlorinated pesticides were performed on four groups of
samples: 20 composited surface soil samples, 10 subsurface refuse-area soil
samples, 16 groundwater samples, and 5 surface water samples. Accordingly, all
areas of the Westport Development site, as well as offsite areas, were
represented.
Six of the surface soil samples had detectable levels of chlorinated compounds;
four of these samples were located in the non-refuse fill area. None of the ten
subsurface soil samples had detectable levels of pesticides.
The groundwater samples also had very low levels (parts per trillion) of various
pesticides in the non-refuse fill area and the refuse area. None of the deeper
groundwater had detectable levels except a single finding of 0.23 ppb in well
P-1B located beneath the panhandle refuse. The shallow groundwater sample from
off-site well UGP-2 also contained trace amounts of pesticides. The quality
assurance duplicate water sample taken from well P-1B that vas analyzed at
another analytical laboratory *(at the same detection limits) failed to yield
any pesticides.
Prior sampling of both groundwater and soil by Levine-Fricke (1989a,c) failed to
detect any chlorinated pesticides. McLaren's findings of trace-level compounds
are suggestive of possible contamination, however the levels are not
inconsistent with background concentrations of persistent pesticides generally
found in soils throughout the United States.
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SAMPLING REPORT
PAGE 6-6
None of the five surface water samples collected by McLaren had detectable
levels of chlorinated pesticides.
6.1.5 Cyanide
Cyanide was reported in only one of the groundwater samples at a concentration
level near the analytic detection limit.
6.2 Groundwater Flow
The direction of groundwater movement at the site as determined by the well
casing top elevation survey and the depth-to-water measurements is similar to
the direction of movement described by Levine-Fricke. Shallow groundwater
elevations are generally highest in the refuse material and are lower around the
perimeter of the site. Therefore, shallow groundwater moves north and west from
the refuse mound and panhandle areas towards the Belmont Slough. Shallow
groundwater also moves southward from the panhandle area towards Marine Parkway.
Sandy layers beneath the shallow groundwater are not laterally continuous.
Accordingly, the wells are screened at different depths and do not appear to be
screened in the same sandy layer. Therefore, the flow direction in an individual
sandy layer has not been determined. Water level data for he deeper groundwater
suggest that groundwater flows north and west toward the Belmont Slough.
However, regional hydrogeology, suggests that deeper groundwater could
potentially move in a easterly direction towards San Francisco Bay.
It would be appropriate to include the three new groundwater wells constructed
by McLaren (MW-1, MW-2, and MW-3) in any on-going water quality monitoring
programs to further aid in guaging groundwater quality and flow.
0719SMF2
<PAGE> 165
REFERENCES
California Air Resources Board, 1986. Testing Guidelines for Active Solid Waste
Disposal Sites. Stationary Source Division, Toxic Pollutants Branch. December
18.
California Department of Health Services (CDHS), 1989. DHS Applied Action Level
List, August 9, 1989. Technical Services Unit, Toxic Substances Control Program.
pp.6.
Cooper Engineers, 1983. Report - Geotechnical and Waste Management Engineering
Studies for Approval of Concept Plan Lands of Parkwood 101 Associated Redwood
City, California for Parkwood 101 Associates. September 16.
Levine, Fricke, 1989a. Preliminary SWAT Investigation Report Westport Landfill
Site Redwood City, California. March 9.
Levine, Fricke, 1989b. Preliminary results of leachate and vapor well sampling
as reported in lab sheets transmitted by facsimile to Prometheus Development Co.
March 2.
Levine, Fricke, 1989c. Presentation of Hydrogeologic Data Former Westport
Landfill Site Redwood City, California. July 17.
Marshack, J.B. 1988. Regional Water Quality Control Board, Central Valley Region
Memo: Appendix III, Water Quality Goals, Hazardous Criteria and Designated Level
Examples for Chemical Constituents. October 3. 1988. Sacramento, CA.
Tejima and Associates, Inc.. 1988a. Report - Landfill Gas Monitoring for June
1988 Closed Parkwood 101 Landfill Redwood City, California. July 6.
Tejima and Associates, Inc., 1988b. Landfill Gas Report Westport Project Site
Redwood City, California. October 28.
0719SMF.REF
<PAGE> 166
APPENDIX II
<PAGE> 167
RISK ASSESSMENT
FOR THE
WESTPORT SITE
OCTOBER 1989
<PAGE> 168
Risk Assessment
for the
Westport Site
Prepared for:
City of Redwood City
1017 Middlefield Road
Redwood City, CA 94603
by:
ChemRisk
980 Atlantic Avenue
Alameda, CA 94501
<PAGE> 169
<TABLE>
<CAPTION>
TABLE OF CONTENTS
<S> <C>
EXECUTIVE SUMMARY ...................................................... ES-1
INTRODUCTION ........................................................... 1
1.0 PROJECT BACKGROUND ................................................. 1-1
1.1 SITE HISTORY .................................................. 1-1
1.2 SITE DESCRIPTION .............................................. 1-4
1.3 PROPOSED SITE ACTIVITIES AND ALTERATIONS ...................... 1-8
1.3.1 CURRENTLY APPROVED PLAN - WESTPORT BUSINESS PARK ....... 1-10
1.3.2 PROPOSED PLAN - RESIDENTIAL AND COMMERCIAL
DEVELOPMENT ............................................ 1-10
1.3.2.1 Residential Development ........................ 1-11
1.3.2.2 Commercial Development ......................... 1-12
1.3.3 LANDFILL GAS CONTROL MEASURES .......................... 1-13
2.0 HAZARD IDENTIFICATION .............................................. 2-1
2.1 SUMMARY OF SAMPLING ACTIVITIES AND RESULTS .................... 2-2
2.1.1 METALS ................................................. 2-3
2.1.2 SEMI-VOLATILE ORGANIC COMPOUNDS ........................ 2-3
2.1.3 VOLATILE ORGANIC COMPOUNDS ............................. 2-4
2.1.4 CHLORINATED PESTICIDES ................................. 2-5
2.1.5 CYANIDE ................................................ 2-7
2.1.6 COMBUSTIBLE GAS MONITORING ............................. 2-7
2.1.7 LEACHATE MONITORING .................................... 2-8
2.1.8 CONCLUSIONS FROM SAMPLING RESULTS ...................... 2-9
2.2 COMPOUNDS OF CONCERN .......................................... 2-10
2.2.1 METHANE ................................................ 2-11
2.2.2 SOIL VAPOR CONTAMINANTS ................................ 2-12
2.2.2.1 "Calderon Gases" ............................... 2-12
2.2.2.2 Reviev of Calderon Sampling .................... 2-13
3.0 DOSE-RESPONSE EVALUATION ........................................... 3-1
3.1 NON-CARCINOGENIC HEALTH EFFECTS ............................... 3-2
3.2 CARCINOGENIC RESPONSE ......................................... 3-3
3.3 TOXICOLOGICAL PROFILES FOR COMPOUNDS OF CONCERN ............... 3-4
4.0 EXPOSURE ASSESSMENT ................................................ 4-1
4.1 IDENTIFYING PATHWAYS OF HUMAN EXPOSURE ........................ 4-1
4.1.1 POTENTIAL FOR CONTAMINANT TRANSPORT .................... 4-1
4.1.2 POTENTIALLY EXPOSED POPULATIONS ........................ 4-3
4.2 ENVIRONMENTAL FATE AND TRANSPORT OF COMPOUNDS OF CONCERN ...... 4-4
4.3 DEFINITION OF EXPOSURE SCENARIOS TO BE EVALUATED .............. 4-5
4.3.1 NO-ACTION - CURRENT HEALTH IMPACTS ..................... 4-6
4.3.2 CONSTRUCTION EXPOSURE SCENARIOS ........................ 4-7
4.3.2.1 Construction Worker Exposure Scenarios ......... 4-7
4.3.2.2 Off-Site Population Exposure Scenarios ......... 4-8
4.3.3 PROJECT OCCUPANCY EXPOSURE SCENARIOS ................... 4-8
4.3.3.1 On-Site Residents .............................. 4-9
4.3.3.2 On-Site Workers ................................ 4-9
4.3.3.3 Off-Site Residents ............................. 4-9
</TABLE>
<PAGE> 170
<TABLE>
<CAPTION>
TABLE OF CONTENTS
(CONTINUED)
<S> <C>
4.4 PREDICTION OF AIRBORNE CONCENTRATIONS OF CHEMICALS ......... 4-10
4.4.1 VAPOR EMISSION MODELING ............................. 4-11
4.4.1.1 Farmer's Vapor Diffusion Model .............. 4-12
4.4.1.2 Thibodeaux Emission Model ................... 4-15
4.4.1.3 Vapor Emission Estimates .................... 4-16
4.4.2 AIR DISPERSION MODELING ............................. 4-17
4.4.2.1 On-Site Dispersion Modeling ................. 4-17
4.4.2.2 On-Site, Near-Site, and Off-Site Dispersion
Modeling .................................... 4-20
4.5 ESTIMATED UPTAKE (DOSE) .................................... 4-24
4.5.1 INHALATION DOSE ..................................... 4-25
4.5.1.1 Dose Calculation for Cases/Vapors ........... 4-26
4.5.2 DERMAL DOSE ......................................... 4-29
4.5.2.1 Dose Calculation for Dermal Contact ......... 4-30
5.0 RISK CHARACTERIZATION ........................................... 5-1
5.1 NON-CARCINOGENIC HEALTH EFFECTS ............................ 5-1
5.1.1 OCCUPATIONAL EXPOSURES .............................. 5-2
5.1.1.1 Inhalation Exposures ........................ 5-3
5.1.1.2 Dermal Exposures ............................ 5-5
5.1.2 NON-OCCUPATIONAL EXPOSURES .......................... 5-6
5.2 CARCINOGENIC HEALTH RISK ................................... 5-8
5.3 INTERPRETATION OF CANCER RISK ESTIMATES .................... 5-15
5.3.1 REGULATORY HISTORY .................................. 5-15
5.3.2 RELATIVE SITE RISKS ................................. 5-18
5.4 POTENTIAL AQUATIC IMPACTS .................................. 5-19
5.5 CONCLUSIONS ................................................ 5-25
5.6 RECOMMENDATIONS ............................................ 5-26
6.0 REFERENCES ...................................................... 6-1
7.0 GLOSSARY ........................................................ 7-1
</TABLE>
APPENDICES
APPENDIX A LANDFILL GAS CONTROL DESIGN MEASURES
APPENDIX B SAMPLING LOCATION FIGURES
APPENDIX C EMISSION, EXPOSURE, AND DOSE CALCULATIONS
SPREADSHEETS
APPENDIX D ISC COMPUTER OUTPUT
<PAGE> 171
<TABLE>
<CAPTION>
LIST OF FIGURES
FIGURE PAGE
<S> <C>
1-1 Westport Site Vicinity Map ........................................ 1-2
1-2 Westport Site Topography .......................................... 1-3
1-3 Proposed Westport Development Site Plan ........................... 1-5
1-4 Proposed Westport Development in Relation to
Existing Topography ............................................... 1-6
1-5 Approved All-Commercial Plan: Westport Office Park ................ 1-7
</TABLE>
<PAGE> 172
<TABLE>
<CAPTION>
LIST OF TABLES
TABLE PAGE
<S> <C>
1-1 Subsurface Soil Bulk Density and Moisture Analytic Results ............. 1-9
2-1 Geometric Means of Compounds Detected in Vapor Wells ................... 2-14
3-1 Occupational Exposure Limits and EPA Reference Doses and
Carcinogenic Potency Factors for Soil Vapor Compounds .................. 3-9
4-1 Soil Vapor Emission Estimates .......................................... 4-18
4-2 Box Model On-Site Exposure Point Air Concentrations .................... 4-21
4-3 ISC Model Exposure Point Air Concentrations ............................ 4-23
4-4 Predicted Inhalation Dose, 24 Hour Exposure Using Box Model
Exposure Point Concentrations .......................................... 4-27
4-5 Predicted Inhalation Dose, 24 Hour Exposure using ISC
Model Exposure Point Concentrations .................................... 4-28
4.6 Maximum Detected Shallow Groundwater Contaminant Concentrations ........ 4-31
5-1 Evaluation of Potential Worst-Case Occupational Exposures .............. 5-4
5-2 Non-Carcinogenic Health Effects, Worst-Case Non-Occupational Exposures . 5-7
5-3 Cancer Risk, Box Model Based Inhalation Dose ........................... 5-12
5-4 Cancer Risk, ISC Model Based Inhalation Dose ........................... 5-13
5-5 Cancer Risk Estimates for Exposure Scenarios Assuming
Additivity of Risks .................................................... 5-14
5-6 Groundwater Organic Contaminant Concentration In Non-Refuse Fill Area
Wells Exceeding Protective Water Quality Criteria for Saltwater Aquatic
Life ................................................................... 5-21
5-7 Groundwater Metal Concentrations In Non-Refuse Fill Area Wells Exceeding
Protective Water Quality Criteria for Saltwater Aquatic Life ........... 5-24
</TABLE>
<PAGE> 173
RISK ASSESSMENT
PAGE ES-1
EXECUTIVE SUMMARY
This risk assessment has been developed to characterize the nature and extent of
any health risks associated with a former refuse fill site in the Redwood Shores
area of Redwood City. A commercial office development has received municipal
approval, and a residential and commercial development has been proposed for the
site known as Westport. Approximately 45 acres of the 85 acre site contains
refuse fill, which is the source of concern for potential human and
environmental health hazards. The major conclusions of this assessment are as
follows:
- Potentially significant exposure pathways. The inhalation of
volatile compounds is identified as the only potentially
significant route of exposure. Incidental dermal contact with
contaminated groundwater is also evaluated.
- Non-carcinogenic health hazards. The worst-case inhalation
exposure (a level of exposure that is well above any that is
likely to actually occur) is thousands of times lower than the
level considered safe under applicable regulatory guidelines.
Potential exposures associated with dermal contact with
groundwater are also well below acceptable levels.
- Carcinogenic health hazards. The worst-case inhalation exposure
is associated with a cancer risk of one in ten million (10(-7))
or less. This level of risk is not considered significant under
current regulatory practice which defines significant levels of
cancer risk in the range of one to ten in one million (10(-5) to
10(-6)). The potential carcinogenic health hazard associated
with incidental dermal contact is also not significant.
<PAGE> 174
RISK ASSESSMENT
PAGE ES-2
- Aouatic habitat impacts. None of the contaminants found at the
site have been detected in the surface waters of Belmont Slough.
Based on the concentrations of the contaminants detected in the
refuse areas, the limited mobility of the majority of the
detected compounds in bay muds, and the substantial dilution
likely to be associated with any of the compounds reaching the
Slough, the potential for impacts to aquatic species is not
considered significant. Furthermore, none of the identified
activities associated with site development are expected to
significantly increase or decrease the potential for aquatic
impacts over those currently existing at the site.
The approach used in this assessment is consistent with the current practice of
risk assessment as described in guidance documents developed by the U.S.
Environmental Protection Agency and the California Department of Health
Services. The assessment addresses each of the four key elements of the risk
assessment process: hazard identification, doseresponse assessment, exposure
assessment, and risk characterization.
Hazard Identification
Potential chemical hazards are identified based on relatively extensive sampling
of site soils, groundwater, surface water and soil vapor performed by McLaren
and other environmental contractors. The principal chemicals of concern
identified as a result of these investigations are:
- Vinyl Chloride
- Chloroform
- Methylene Chloride
- Trichloroethylene
- Benzene
- 1,1,1 Trichloroethane
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RISK ASSESSMENT
PAGE ES-3
- Ethylbenzene
- 1,2 Dichloroethylene
Proposed site activities that could potentially affect the release of
contaminants present at the site are identified and evaluated.
Dose-Response Evaluation
Applicable regulatory limits and guidelines which generally describe acceptable
or safe levels of exposure to contaminants present at the site are identified.
Exposure Assessment
Potentially significant pathways of human exposure to chemicals present in site
media are identified based on; the physical and chemical characteristics of the
contaminants, the likelihood of contaminant transport to a point of potential
human contact, and a route of uptake at the point of exposure (i.e. inhalation,
ingestion, dermal). Potentially exposed populations addressed by the assessment
include; off-site residents, project construction workers, on-site residents,
and on-site office workers. The exposure scenarios address health impacts for
three alternatives: 1) no action, 2) development of the previously approved
commercial plan, and 3) development of the proposed residential and commercial
plan.
The only potentially significant pathway of exposure identified in this
assessment involves the inhalation of volatile chemicals released from the site.
For the purposes of quantifying the degree of exposure via inhalation, two
different models are utilised to estimate both volatile emissions from the soil
and dispersion in the air. The combination of the various models avoids the
short-comings of analyses based on a single
<PAGE> 176
RISK ASSESSMENT
PAGE ES-4
model and permits the identification of a range of possible exposures using
differing degrees of conservatism and complexity in the analysis. A screening
calculation is also performed to quantify potential dermal uptake due to contact
with contaminated groundwater.
Risk Characterization
The potential for each of the identified populations to experience
noncarcinogenic and carcinogenic health effects from chemicals released from the
site under the defined exposure scenarios is quantified. Health risks are
evaluated for worst-case and typical-case exposures. The worst-case represents
exposures substantially greater than those likely to be experienced by the
identified populations, while the typical-case represents more likely exposures.
However, all exposure scenarios are intended to be conservative in that they
more-than-likely over-estimate any actual risks that might be experienced.
RECOMMENDATIONS
The conclusions of this assessment are based on the implementation of a number
of design features. These recommendations identify the design features relevant
to the control of potential health hazards and measures that can be taken to
verify the effectiveness of these measures and the accuracy of the assumptions
used in this assessment. Recommendations arising from our analysis are as
follows:
- Implement landfill gas migration control measures as described
in strategies developed by SCS Engineers (Appendix A), and
ensure maintenance of in-building gas sensing systems.
- Address the following issues in the site construction health and
safety plan: the control of methane hazards, the use of
appropriate clothing to minimize contact with subsurface
materials, and the control of fugitive dusts.
- Perform annual soil gas monitoring to detect Any significant
increases in gas generation. Sustained increased soil gas
concentrations that pose a potential hazard could be mitigated
by an active gas recovery and scrubbing system.
<PAGE> 177
RISK ASSESSMENT
PAGE 1
INTRODUCTION
The City of Redwood City is considering changes to their General Plan, Specific
Plan, and Zoning Ordinance at a site in the Redwood Peninsula area of Redwood
City, California. The planning changes being considered are in response to an
application to construct, maintain, and operate the Westport Development, a
proposed residential and commercial project.
The discretionary decision to change the City's plans and zoning requires
compliance with the California Environmental Quality Act (CEQA). Based on a
preliminary site plan and other information provided by the Westport Development
project applicant, the City had a consultant prepare a Draft Environmental
Impact Report (DEIR), which was issued for public and agency review in June
1988. Public hearings were held, and numerous comments were received on the
DEIR. Many of the comments focused on the adequacy of the DEIR in addressing the
issue of potential toxic gases at the site. Therefore the City Planning
Commission (the Lead Agency) requested that additional studies be conducted to
evaluate the presence of gases and that the findings be presented in the Final
Environmental Impact Report (FEIN).
Subsequent gas sampling studies were summarized and discussed in the FEIN,
issued in November 1988. The Planning Commission held two hearings on the FEIN
and certified the document on December 6, 1988.
The certification of the FEIN vas appealed by local residents, and the City
Council held three public hearings on the appeal. Considerable debate and input
were given at the hearings. The FEIN certification was upheld by the City
Council, with the condition that preparation of an additional CEQA document
include a more detailed site plan and that the document address, at a minimum,
the potential health risks associated with site preparation, construction, and
project occupancy/use.
<PAGE> 178
RISK ASSESSMENT
PAGE 2
This draft risk assessment addresses the health hazards associated with the
following alternatives: (1) no action, which addresses the current hazards
potentially associated with the site; (2) the potential hazards associated with
the previously approved, all commercial plan; and (3) the hazards associated
with the currently proposed plan which includes both, residential and commercial
facilities. The approach to this risk assessment is consistent with guidance
provided by the Federal EPA in The Endangerment Assessment Handbook (USEPA,
1985) and the Superfund Public Health Evaluation Manual (USEPA, 1986). This
federal guidance specifically addresses the preparation of public health
evaluations or endangerment assessments for sites that are subject to the
remedial investigation and feasibility study process under the Comprehensive
Environmental Response, Compensation and Liability Act (CERCLA) (Superfund) or
sites being investigated under the Resource Conservation and Recovery Act
(RCRA). The approaches outlined in these documents are generally applicable to
the preparation of risk assessments for any potentially contaminated site.
The workplan also takes into consideration guidance provided in the California
Site Mitigation Decision Tree Manual (CA DHS, 1986). The methodology described
in the Decision Tree Manual has also been developed for application to
mitigation of hazardous waste sites, however the outlined approaches are
generally applicable to the performance of a risk assessment for any site.
The goal of any risk assessment is the production of a document wherein all the
pertinent scientific information regarding toxicology, human experience,
environmental fate, and exposure are assembled, critiqued, and interpreted. The
goal of this assessment is to estimate the likelihood of an adverse effect as a
result of exposure to a specific level of a chemical. The health hazards posed
by contaminants are dependent on both
<PAGE> 179
RISK ASSESSMENT
PAGE 3
the potency of the chemical and the level of exposure. The risk assessment
process can be divided into four major steps:
- Hazard Identification - the process of identifying agents that
can cause an increase in the incidence of an adverse health
effect,
- Dose-Response Assessment - the process of characterizing the
relationship between the dose of an agent and the incidence of
an adverse health effect,
- Exposure Assessment - the process of measuring or estimating the
intensity, frequency, and duration of human exposure to an agent
currently present in the environment or of estimating
hypothetical exposures that might arise from the release of new
chemicals into the environment,
- Risk Characterization - the process of estimating the incidence
of a health effect under the various conditions of human
exposure described in the exposure assessment. It is performed
by combining the exposure and dose-response assessments.
Each of these elements of risk assessment have been addressed in this document.
<PAGE> 180
RISK ASSESSMENT
PAGE 1-1
1.0 PROJECT BACKGROUND
To adequately assess potential health risks at a site, an understanding of
previous site uses and proposed site activities is necessary. The following
sections briefly summarize the site history and relevant site activities
associated with the proposed development.
1.1 SITE HISTORY
The project site is shown on Figure 1-1. Located approximately one mile east of
Highway 101, the site is bordered by Belmont Slough to the north and west, and
by an existing residential development and Marine Parkway to the east and south.
The proposed project provides for the residential use of approximately 50 acres
of the site, and office/R&D-type commercial use of the remaining site area of
34.5 acres.
The site was a former tidal marsh and refuse disposal area. The area was diked
in the early 1900's, used as a refuse disposal area from 1948 to about 1970, and
has been filled with soil and graded at various times since the mid 1970's.
The previous disposal area consists of a long, relatively narrow and low mound
in the southeasterly portion of the site, and a relatively high mound in the
northeasterly portion (Figure 1-2). The low, narrow mound is referred to as the
"panhandle" and the higher area is referred to as the "mound" in this report.
Disposal in the panhandle area of the site reportedly ceased in about 1963,
while disposal in the mound area continued until 1970 (Levine-Fricke. 1989a).
The site has been closed in accordance with San Francisco Bay Regional Water
Quality Control Board (RWQCB) requirements. Closure involved placement of final
fill cover, placement of barriers to protect surface
<PAGE> 181
Figure 1.1:
Westport Site Vicinity Map
This vicinity map depicts the area where the CoSine facility is located, as
identified by the words "Project Site." To the north of the Project Site is
Foster City and to the south is the Bayshore Freeway.
<PAGE> 182
Figure 1-2:
Westport Site Topography
This diagram depicts the snail-shaped Westport Office Park area, and identifies
the Belmont Slough to the north and east and a Panhandle Area to the south.
Towards the center of the diagram there is a Mound Area with lines that indicate
the contours of the land.
<PAGE> 183
RISK ASSESSMENT
PAGE 1-4
and ground waters, and leachate and gas monitoring. A low-permeability cover
consisting of Bay mud clays and construction fill was placed over the top of the
refuse (Levine-Fricke, 1989a). A leachate subdrain and gas vents to intercept
migrating gas were installed along the southeasterly property line of the site
in 1980 (Cooper Engineers, 1983).
The current preliminary site plan calls for the development of the commercial
use portion of the project principally on the mound area of the site, while the
remainder of the site will be developed as a residential area (Figures 1-3 and
1-4). The previously approved all-commercial plan involved the development of
thirteen mid-rise commercial office buildings located throughout the site
(Figure 1-5).
1.2 SITE DESCRIPTION
The site as described in Section 1.1 is generally composed of three areas. Two
of these areas, the mound (35 acres) and panhandle (10 acres) areas, are
associated with refuse fill and currently have a soil cap overlying them.
Subsurface materials found in these areas of the site consist predominantly of
paper and glass fragments with minor amounts of ash, plastic, wood, and rock
fragments. Sediments surrounding and underlying the refuse fill consist of "Bay
mud" clays and silty clays.
The third area (40 acres), between the refuse fill areas and the levees, is a
lower-lying area that does not contain refuse. Site surface soils are currently
composed largely of fill that has been used to establish a cap over the refuse
fill area, or used to fill the lower-lying elevations. Sediments in this area
consist of approximately a three-to-five-foot layer of clay and gravel fill
overlying soft, gray, Bay mud clays. During groundwater well construction, it
was noted that Bay mud clays extend the total depth of each well boring (maximum
depth of 19 feet).
<PAGE> 184
Figure 1-3:
Proposed Westport Development
Site Plan
This diagram depicts the snail-shaped Westport Office Park, with figures located
within the map that show building sites and shapes.
<PAGE> 185
Figure 1-4:
Proposed Westport Development
in Relation to Existing Topography
This diagram depicts the snail-shaped Westport Office Park, with figures located
within the map that show building sites and shapes. The map also show various
circular lines to show the contours of the land.
<PAGE> 186
Figure 1-5:
Approved All-Commercial Plan:
Westport Office Park
This diagram depicts the snail-shaped Westport Office Park, with White shading
indicating building sites and dark shading indicating open space and landscaped
areas.
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Groundwater is encountered at depths ranging from 3 to 7 feet below the surface
in the non-refuse fill area and at depths ranging from 9 to 25 feet in the
elevated refuse areas. As would be expected, based on the proximity of the site
to the Bay's salt water, inorganic water-quality parameters indicate that
shallow groundwater beneath the site is of brackish quality and is not suitable
for use as drinking water.
The subsurface soil of the refuse fill cap has a relatively high water content
and a moderate degree of compaction. Laboratory results for 12 subsurface soil
samples indicate an average of 32% for water content and an average of 1.3 grams
per cubic centimeter for dry bulk density (Table 1-1) (McLaren, 1989). These
soil physical characteristics are one of the factors used in predicting
potential emissions from the site in subsequent sections of this assessment.
1.3 PROPOSED SITE ACTIVITIES AND ALTERATIONS
A key element in the assessment of potential health risks is the identification
of site activities that will create or alter potential pathways of exposure to
the compounds of concern. Chemicals present in the environment pose health risks
only when there is a means for humans to come in contact with them. Exposure
pathways most typically of concern in risk assessment are associated with the:
inhalation of gases, vapors, or fugitive dusts; ingestion of contaminated water,
foods, or small amounts of soil; and dermal contact with contaminants present in
various media. To identify which exposure pathways are relevant to this
assessment, the proposed site activities must be defined, at least in a general
way. The proposed site activities and appropriate occupational exposure
mitigation and environmental control measures that are relevant to the
evaluation of exposure pathways are described in the following sections.
<PAGE> 188
<TABLE>
<CAPTION>
TABLE 1-1
SUBSURFACE SOIL BULK DENSITY AND MOISTURE ANALYTIC RESULTS
JUNE 1989
--------------------------------------------------------------------------
Dry
Sample Site Sample Depth Bulk Density Water Content
Well Number (feet) (g/cm(3)) (percent dry weight)
--------------------------------------------------------------------------
<S> <C> <C> <C>
VW-1 1.5 - 2.0 1.09 43.1
VW-1 5.5 - 6.0 1.44 24.5
VW-2 1.5 - 2.0 1.15 46.0
VW-2 4.5 - 5.0 1.41 16.5
VW-3 1.5 - 2.0 1.18 22.7
VW-3 4.5 - 5.0 1.29 30.8
VW-4 1.5 - 2.0 1.36 26.0
VW-4 4.5 - 5.0 1.69 18.4
VW-5 1.5 - 2.0 1.22 40.7
VW-5 4.5 - 5.0 1.22 39.8
VW-6 1.5 - 2.0 1.34 34.3
VW-6 4.5 - 5.0 1.08 39.5
Average: 1.29 31.9
</TABLE>
- g/cm(3)=2 grams per cubic centimeter of wet soil
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1.3.1 CURRENTLY APPROVED PLAN - WESTPORT BUSINESS PARK
The currently approved plan calls for the filling of the lower lying area with
as much as 300,000 cubic yards of fill to bring finish floor elevations to 120
feet (mean sea level is 100 feet)(Redwood City Planning Department, 1985). The
draft specific plan concluded that:
Additional grading involving capping and sealing the refuse area with
two to ten feet of inert fill material is anticipated for all building
sites in order to further mitigate leachate pollution.
A construction feature that will potentially impact the integrity of the refuse
fill cap will be the driving of pilings. Each of the thirteen buildings will be
constructed on piles, five of these buildings are located on the mound area and
a portion of two buildings is located on the panhandle area. The estimated
number of piles is 65 per building. The pilings will provide a potential conduit
for gas escape through the cap if voids develop between the piles and the soil
and the tie-in of the piling with the foundation does not provide an effective
gas barrier. The pilings are not expected to be associated with the migration of
contaminants in other media to any significant extent.
No other relevant details of site development associated with filling and
grading for the existing plan were available. However, it is assumed that
construction activities that would be considered relevant to this assessment
are unlikely to differ substantially from those associated with the development
of the proposed residential and commercial project.
1.3.2 PROPOSED PLAN - RESIDENTIAL AND COMMERCIAL DEVELOPMENT
The proposed plan does not call for the filling of the lower lying area.
However, upon completion, virtually all project site areas subject to
development will be overlain with additional clean fill to a minimum depth
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of one foot and landscaped. The cap over the refuse fill areas will, at
completion be a minimum of four feet in depth.
Site activities during project construction that have the potential for altering
or influencing potential exposure pathways to toxic contaminants associated with
the refuse fill are those that will alter the thickness or integrity of the
refuse fill cap. Such activities will typically be related to any trenching,
grading, or excavation performed on or near the refuse fill area. Construction
activities that will potentially impact the refuse fill cap are described in a
general way in the following sections. Since the project involves two
developers, one for the residential portion of the site and another for the
commercial portion of the site, the construction activities are discussed
separately based on this division.
1.3.2.1 Residential Development
Current site development plans call for the extension of Island Drive from
Marine Parkway to provide access to the Westport Development. The road extension
will require the grading of a portion of the panhandle area of the site. Such
grading will be necessary to obtain an acceptable road grade for the Island
Drive extension. Grading could result in the temporary removal of the current
refuse fill cap over an area of up to 8,000 square feet (120 feet x 64 feet of
road bad). The road development will likely require the removal of the cap and
excavation and disposal of an undetermined amount of refuse prior to the
re-establishment of the cap. Any refuse excavated from the site will require
testing in accordance with the provisions of Title 22 of the California Code to
classify the waste and to identify the appropriate landfill class for disposal.
The development of the road may involve up to four weeks between cap removal and
re-establishment.
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A construction feature that will potentially impact the integrity of the refuse
fill cap will be the driving of pilings in the panhandle area to support
building foundations. Two-hundred-fifty to three-hundred piles (12 inch by 12
inch) would be driven into the panhandle area under this plan. The pilings may
provide a potential conduit for gas escape through the cap.
No other significant cap disturbing activities have been identified that will be
associated with the residential development on the refuse fill areas.
1.3.2.2 Commercial Development
The commercial development will be located principally on the mound portion of
the refuse fill area. The project design has been developed specifically to
avoid or minimize activities that would require the removal or penetration of
the soil cap. However, this section identifies a number of potential
construction activities that could impact the integrity and quality of the
existing cap.
Commercial development activities will begin with the surcharging of the mound
area. Surcharging involves the placement of eight feet or more of soil on the
ground surface to promote settling of refuse and bay mud to reduce the
settlement potential after site development. The soil is left in place for three
months, and then is moved to another area of the site. A minimum of four feet of
soil will be left over the refuse upon completion of surcharging. This remaining
cap will likely be more dense as a result of the surcharging and grading
process. The developer plans to perform surcharging tests to select the optimum
soil surcharge depth. Such testing is intended to prevent the use of excessive
soil loadings that could lead to a differential settlement of the mound area and
the creation of cracks or fissures in the existing cap.
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A few of the buildings and parking lots may require the excavation of refuse and
re-establishment of the cap at a lower grade. only preliminary site elevations
have been established at this time, therefore the extent of such excavations, if
any, has not been determined. Plans call for avoiding excavation whenever
possible. If cap removal were necessary, preliminary estimates are that it is
unlikely to occur over more than 8,000 square feet of the site at any one time.
Excavations for utilities are not expected to exceed the cap depth in most
cases. Current plans call for utility lines to be located in common trenches
wherever possible to reduce the amount of excavation. Where it is necessary to
penetrate the cap, the developers have indicated that the extent of open trench
at any one time can be limited, and trenches can be backfilled daily. The
developers have indicated that open trenches are unlikely to exceed the
dimensions of 3 by 200 feet (600 square feet) at any one time.
Foundation excavations will be made within the cap soils. The commercial
buildings will not require pilings or footings that will penetrate the refuse
fill cap.
No other significant cap disturbing activities have been identified that will be
associated with the commercial development on the refuse fill areas.
1.3.3 LANDFILL GAS CONTROL MEASURES
The developers of the proposed Westport Project are planning to incorporate a
number of design measures identified by SCS Engineers (1989) [Appendix A) for
the protection of the development from potential hazards associated with the
migration of gases from the refuse fill areas of the site. The landfill gas
(LFG) migration controls are designed to prevent migrating methane gas from
posing explosive hazards in the proposed
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structures. Although the design measures are intended to address safety hazards
posed by methane, they will also affect the emissions of any other gases
present. The measures outlined in the SCS report are summarized in this section.
The proposed design measures address two concerns regarding the migration of
LFG: (1) migration of gases laterally beyond the limits of the refuse fill
areas, and (2) entry and collection of gases in buildings or other structures.
The migration of LFG beyond the refuse fill area to the areas of proposed
residential development in the north and west portions of the site will be
prevented by the installation of a passive perimeter interceptor trench.
The passive system could be converted to an active one if future conditions
warrant. The system would consist of a gravel-filled trench with horizontal
perforated pipe, connected to vertical risers for the venting of any intercepted
gases. The trench would be installed at or near the full depth of the landfill,
or at the water table. A membrane liner would be installed on the trench wall
opposite the refuse fill area. As described previously, a leachate collection
trench, combined with a gas-migration barrier has already been constructed by
Cooper Engineers along the southeastern boundary of the refuse fill area to
prevent gas and leachate migration off-site (Cooper Engineers, 1983).
The concerns associated with the entry or collection of gases in structures are
addressed by the following measures to be taken for structures to be placed on
the refuse fill areas of the site:
o Installation of subfloor membrane systems to provide a physical
barrier to gas movement into buildings,
o Passive ventilation below buildings (gravel fill and vent pipe
system which terminates at the roof line) that can be converted
to an active system, to prevent the accumulation of gases under
foundations,
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o Installation of LFG monitoring probes below and above the
subfloor membrane, and
o Installation of automated methane sensors in the lowest level of
buildings.
Utility systems and galleries may also provide pathways for migration and areas
for collection of LFG. Design measures to minimize this potential include the
sealing of utility connections with structures or vaults.
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2.0 HAZARD IDENTIFICATION
This risk assessment addresses the potential impacts to human health arising
from the presence of compounds in, or being emitted from the previous refuse
disposal area of the Westport site. This section of the risk assessment focuses
on the identification of compounds present at the site that have the potential
for posing a health risk.
Sampling of various media has been conducted at the proposed development site
for a number of years. Additionally, McLaren has conducted sampling to
substantiate previous sampling results in support of the risk assessment
(Mclaren, 1989). Data are available for combustible gas monitoring on a yearly
basis starting in 1979. A number of studies have recently been completed that
address the sampling of groundwater, soil, and vapor/gas. This section
summarizes the sampling results from reports made available for development of
this risk assessment; they include the following reports:
o Levine-Fricke, 1989a,
o Tejima, 1988a,
o Tejima, 1988b,
o Levine-Fricke, 1989b
o Levine-Fricke, 1989c, and
o McLaren, 1989
For a detailed discussion of sampling activities and results, the above reports
should be examined.
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2.1 SUMMARY OF SAMPLING ACTIVITIES AND RESULTS
The following summary addresses the sampling activities and results for
contaminants analyzed in various site media. Full details of McLaren's sampling
protocols and analytic methods are discussed in a separate McLaren report
entitled "Sampling Report for the Westport Development" (McLaren, 1989).
The media sampled include the following:
(1) Soil vapor and gas samples collected throughout the refuse mound and
panhandle,
(2) Single and composited surface soil samples collected throughout the
entire 85-acre site (panhandle, mound, and non-refuse fill areas),
(3) Single and composited subsurface soil samples collected throughout
the site,
(4) Groundwater samples, shallow or deeper, collected from all three
areas plus two off-site areas,
(5) Surface water samples collected in the Belmont Slough adjacent to
the site, and
(6) Leachate samples.
Contaminant analyses include the full range of potential contaminants; metals,
semi-volatile organic compounds, volatile organic compounds, chlorinated
pesticides, and cyanide. Figures indicating sampling locations are located in
Appendix B. McLaren's findings, along with a comparison of findings made by
other contractors, are discussed by contaminant type in the following sections.
2.1.1 METALS
Metal analyses were conducted on soil and groundwater. In only one case did a
metal exceed the State TTLC that classifies soil as hazardous waste for
disposal purposes (Marshack, 1988); this was a subsurface soil sample in the
refuse fill area that had 3000 ppm lead. Two prior Levine-Fricke subsurface
soil samples (one panhandle and one non-refuse fill area) had elevated lead
concentrations of 3800 ppm and 2000 ppm.
McLaren's groundwater analytic results for metals were consistent with
Levine-Fricke's results. Although the water is brackish at the site, and
therefore unsuitable for drinking, the metals detected in the shallow
groundwater were generally below California's Maximum Contaminant Levels (MCLs)
for drinking water (CDHS, 1989). Only a few metals slightly exceeded the MCLs.
Therefore, the groundwater is near drinking water quality relative to metal
concentrations. No elevated metal concentrations were detected in surface water
from Belmont Slough.
Based on the sampling results, exposure to metals at the site is not considered
to pose the potential for creating significant adverse health effects.
2.1.2 SEMI-VOLATILE ORGANIC COMPOUNDS
No semi-volatiles were detected in the McLaren non-refuse fill subsurface soil
samples, while a few semi-volatiles were detected in the refuse fill samples.
Of the surface soil samples: no semi-volatiles were detected in the panhandle
area; one mound sample yielded concentrations ranging from 0.5-3.6 ppm for six
different polynuclear aromatic hydrocarbons; and, one non-refuse fill sample
yielded 0.93 ppm of 4-methylphenol.
Of McLaren's groundwater samples: no semi-volatiles were detected in the
off-site samples or in the non-refuse fill samples; only a single compound
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was detected in one of four deeper samples collected beneath the refuse mound;
and, the refuse area shallow groundwater samples contained a mixture of
compounds ranging from 13 to 110 ppb.
These findings are largely consistent with Levine-Fricke's sampling results,
which revealed naphthalene in a single panhandle subsurface soil sample, a
mixture of low-level semi-volatiles in the refuse area groundwater samples, and
a single compound in an off-site groundwater sample (well UGP-1). The repeated
finding of semi-volatiles in the refuse fill area shallow groundwater affirms
their presence at low concentrations. However, the single findings of compounds
in the panhandle soil (naphthalene), the non-refuse fill soil (4.-methylphenol),
and the off-site groundwater (phthalate) suggest the absence of any general
pattern of soil or non-refuse fill groundwater contamination with semi-volatile
compounds. In fact, of four samples collected from off-site well UGP-1 (three
Levine-Fricke and one McLaren), only one contained the phthalate. Based on these
results, exposures to semi-volatile compounds are potentially associated only
with contact with groundwater in the refuse fill areas of the site.
2.1.3 VOLATILE ORGANIC COMPOUNDS
Analyses for volatile organic compounds (VOCs) were performed on all McLaren
soil and groundwater samples with the exception of surface soils. In addition,
17 soil vapor samples from 13 vapor wells located throughout the mound and
panhandle were analyzed for selected organic gases and vapors. Consequently, VOC
analyses performed on non-refuse fill area media included 10 soil and 3 shallow
groundwater samples; no VOCs were detected in any of these samples.
The panhandle sampling media included 3 soil vapor samples, 3 subsurface soil
samples, and 4 groundwater samples (1 shallow, 3 deeper). Soil vapor sampling in
the panhandle area indicated the general absence of volatiles,
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with detected compounds being the same as those detected in the trip blanks.
Similarly, no VOC's were detected in the soil samples. The shallow groundwater
sample yielded a few volatiles (97 ppb toluene, 48 ppb ethylbenzene, and 80 ppb
total xylenes); one of the deeper groundwater samples (P-1B) yielded 7 ppb
1,1,1-trichloroethane and 10 ppb trichloroethene. Repeat sampling of this well
failed to detect these contaminants.
The refuse mound area had a total of 14 vapor samples, 7 subsurface soil
samples, and 4 groundwater samples (2 shallow and 2 deeper). The soil vapor
sampling indicated the presence of a number of landfill gases. However, vinyl
chloride vas not detected. No VOCs were detected in the soil samples. The
shallow groundwater, like that of the panhandle, yielded detectable levels of a
few volatile compounds (6-40 ppb toluene. 16-24 ppb ethylbenzene, and 12 ppb
total xylenes). Neither of the deeper mound groundwater samples had detectable
VOCs.
Off-site VOC sampling consisted of 3 groundwater well samples south of the site
(2 deeper sample from UCP-1 and a shallow sample from UCP-2). The deeper well
sample revealed trace levels of 1,1,1-trichloroethane (6 ppb) and
trichloroethene (7 ppb). These findings were not substantiated by repeat
sampling. The shallow well sample revealed no VOCs.
The soil vapor sampling indicates the presence of a variety of volatile landfill
gases present in the mound area of the site at relatively low concentrations
(less than 1.0 ppm).
McLaren's groundwater sampling results are consistent with prior sampling
performed by Levine-Fricke (1989 a,c) in that no VOCs were detected in the
non-refuse fill area and low level concentrations of several VOCs were detected
in the shallow water from both the panhandle and the mound areas. Several
anomalous findings in the second phase testing suggested that sampling and
analytic testing needed to be replicated before it could be
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established that some of the well waters actually contained volatiles. These
include the trichloroethene and trichloroethane detected in wells P-1B (beneath
the refuse) and UGP-1 (off-site). Previous sampling failed to detect these
compounds but did yield 0.005 ppm carbon tetrachloride from well P-1B.
Additionally, Levine-Fricke's previously reported finding of acetone (0.022 ppm)
from well UGP-2 vas not replicated by McLaren's sampling. Such inconsistent
findings involving trace quantities of compounds suggest contamination during
sampling or analysis as a possible source of these compounds. In fact, third
phase replicate sampling of 2 of the wells failed to detect any contaminants.
Based on the sampling results, exposures to volatile compounds are potentially
associated with contact with shallow groundwater or inhalation of volatile
compounds released from the site.
2.1.4 CHLORINATED PESTICIDES
Analyses for chlorinated pesticides were performed on 4 groups of McLaren
samples: 20 composited surface soil samples, 10 subsurface refuse-area soil
samples, 16 groundwater samples, and 5 surface water samples. Accordingly, all
areas of the Westport Development site, as well as off-site areas, were
represented.
Six of the surface soil samples had detectable levels of chlorinated compounds;
4 of these samples were located in the non-refuse fill area. None of the 10
subsurface soil samples had detectable levels of pesticides.
The groundwater samples also had very low levels (parts per trillion) of various
pesticides in the non-refuse fill area and the refuse area. None of the deeper
groundwater had detectable levels except a single finding of 0.23 ppb in well
P-1B located beneath the panhandle refuse. The shallow groundwater sample from
off-site well UGP-2 also contained trace
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amounts of pesticides. The quality assurance duplicate water sample taken from
well P-1B that was analyzed at another analytical laboratory (at the same
detection limits) failed to yield any pesticides.
Prior sampling of both groundwater and soil by Levine-Fricke (1989a,c) failed to
detect any chlorinated pesticides. McLaren's findings of trace-level compounds
(ppb in soil and ppt in groundwater) are suggestive of possible contamination,
however the levels are not inconsistent with background concentrations of
persistent pesticides reported in urban soils in the United States (USEPA Office
of Pesticides and Toxic Substances Urban Soil Monitoring Program).
None of the 5 surface water samples collected by McLaren had detectable levels
of chlorinated pesticides. Based on the sampling results, significant exposure
to chlorinated compounds at the site is not considered likely.
2.1.5 CYANIDE
Cyanide was analyzed in 12 McLaren groundwater samples and only detected in one
of the samples at a concentration level near the analytic detection limit.
Cyanide was analyzed as a possible indicator of the presence of mining wastes,
since it was suggested that mercury mine wastes from the surrounding area may
have been deposited at the site. Sampling results do not suggest the presence of
cyanide to any significant extent.
2.1.6 COMBUSTIBLE GAS MONITORING
Cooper Engineers began annual gas monitoring at the site in 1979. Tejima and
Associates, Inc. have continued the monitoring program and summarized results in
their report dated July 6, 1988 (Tejima, 1988a).
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Gas wells that are routinely monitored have been developed at a number of depths
and locations and have been classified by the following series designations
(Cooper Engineers, 1983):
o A series - Four probes penetrating to the base of the landfill.
o B series - Fifteen probes penetrating at least one foot into
the refuse areas.
o C series - Fifteen probes penetrating three feet into the refuse
fill cap.
o D series - Three probes penetrating gravel of existing leachate
drain.
o E series - Four probes penetrating existing gas vents associated
with leachate drain.
o F series - Eleven probes penetrating three feet of soil in areas
outside refuse fill area.
o G series - Six probes penetrating three feet of soil placed
adjacent to F series as backup.
Tejima and Associates, Inc. have replaced damaged wells and installed additional
wells using these same designations.
The general comments and conclusions of the Tejima (1988a) report are; that
landfill gas generation in the panhandle area of the site is much lower than in
the mound area, and that gas concentrations are the highest in the western half
of the mound area of the site.
2.1.7 LEACHATE MONITORING
Leachate collected from the site has been discharged to the South Bayside System
Authority (SBSA) sanitary sewer. Monitoring shows the discharge meets SBSA
discharge requirements and Redwood City provisions Woodward-Clyde, 1988).
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Laboratory sheets from Sequoia Lab dated June and December 1987 were provided
for leachate samples taken from manhole #l. No priority pollutants were
detected, with the exception of benzene in one of the samples at 0.0048 ppm. The
leachate also was subject to a fish bioassay test as part of these analyses.
Laboratory results were provided for what was identified as a leachate sample,
presumably from the leachate collection system (Levine-Fricke, 1989b). The lab
sheets indicated no detectable organic compounds.
2.1.8 CONCLUSIONS FROM SAMPLING RESULTS
Conclusions are presented relative to the general categories of compounds
investigated at the site:
Metals: No elevated metal concentrations in site media
that are suggestive of a potential health
concern.
Semi-Volatiles: A number of semi-volatiles are present
in the refuse fill area groundwater. There is no
consistent pattern of contamination of other
site media suggestive of a potential health
concern.
Volatiles: Volatile organic compounds are present in the
shallow groundwater and soil gas in the refuse
fill areas of the site. There is no consistent
pattern of contamination in other site areas or
media.
Chlorinated Compounds: There is no consistent pattern of
significantly elevated concentrations of
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chlorinated compounds in site media suggestive
of a potential health concern.
Cyanide: There is no consistent pattern of elevated
cyanide concentrations which might suggest the
presence of mercury mining wastes.
Of the compounds detected at the site, volatiles present the greatest concern
from the aspect of potential health impacts because their mobility increases the
likelihood of human exposure. Volatile organic compounds are the focus of the
human health risk assessment. Concerns associated with volatile compounds at
landfills are discussed in the following section.
2.2 COMPOUNDS OF CONCERN
Concerns over the presence of toxic air contaminants found in landfill gas began
to emerge in the early 1980's, largely as a result of observations and
investigations of landfills in Southern California. At first, the emission of
contaminants such as vinyl chloride were thought only to be associated with the
disposal of these compounds in Class I hazardous waste landfills. However,
further investigations of Class II facilities, which are allowed to receive only
municipal wastes and accept no toxic materials, also indicated the presence of
vinyl chloride and other toxic air contaminants.
Recent investigations of a number of Class II landfills have found significant
amounts of hazardous air pollutants (SCAQMD, 1986). It has been concluded that
these hazardous air pollutants have come to exist in one of the following ways:
o Illegal disposal of the toxic compound (intentional and
inadvertent),
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o Production of the toxic gases in the landfill by chemical
reactions or the co-metabolism of toxics by microorganisms.
After characterization of gases at a large number of landfill sites, it has
generally been accepted that each landfill site is unique, and that there is no
effective method of predicting the types and concentrations of landfill gases at
a particular site. Therefore, landfill gas testing is generally necessary at
each site. Testing programs in Southern California have indicated that landfill
gases typically contain 25 to 60 volume percent methane and 40 to 60 volume
percent carbon dioxide and approximately 0.2 to 2 volume percent of reactive
organic gases (SCAQMD, 1982). The same report observed that there may be
significant reductions in the production of reactive organic gases when better
soil cover is employed.
Other concerns that typically arise at refuse sites are those associated with
odors from the decomposition of organic matter. The occurrence of odors is not
necessarily associated with adverse health effects, but may constitute an
undesirable nuisance.
The following sections discuss landfill gas and vapor emissions that are of
concern in the assessment of health effects.
2.2.1 METHANE
The generation of methane has been identified as a concern at landfills.
However, the concern with methane generation is largely related to its potential
for posing a safety hazard as opposed to a health hazard. Methane is not
considered to be a toxic compound. The hazards associated with methane are
related to its explosive potential, and the potential for methane gas to reach
high concentrations in confined spaces. High concentrations of methane gas in
confined spaces can displace air, reducing oxygen concentrations to levels which
are potentially life
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threatening. As described previously (Section 1.3.3), the proposed project has
incorporated a number of landfill gas design control measures that are meant to
prevent the migration of gas into confined spaces. These control measures are
designed to mitigate the potential for safety hazards posed by the accumulation
of methane gas. These LFG control measures will also limit the potential
transport of toxic gas (should any be present) along, or accumulation in
proposed structures.
2.2.2 SOIL VAPOR CONTAMINANTS
Currently, the only method of establishing whether a potential problem exists
relative to air toxics is to analyze the landfill gas. The use of a surrogate
measure, such as methane, to estimate potential concentrations of vinyl chloride
or other toxic contaminants is of limited value since relative concentrations of
components have been shown to vary by an order of magnitude (ten times) or more
(Wood & Porter, 1987).
2.2.2.1 "Calderon Gases"
The California State Legislature in 1984 passed AB 3525 (modified in 1986 by AB
3374), known as the Calderon Bill, which set forth requirements for gas and air
testing and reporting associated with active disposal sites. The bill requires
that the state air board identify air contaminants to be addressed by this
reporting requirement. The identified compounds are those compounds that have
typically been detected at landfills, and have the potential for creating
significant impacts to health.
The Calderon Bill, passed by the California State Legislature called on the
State Air Resources Board to identify air contaminants that should be quantified
at active landfill sites. The Air Board has identified ten "specified air
contaminants" that are to be quantified in the air or gas of active landfills.
These ten "Calderon gases" are principally chlorinated compounds. The "Calderon
gases" are as follows:
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o Chloroethene (Vinyl Chloride)
o Benzene
o 1,2 Dibromoethane (Ethylene Dibromide)
o 1,2 Dichloroethane (Ethylene Dichloride)
o Dichloromethane (Methylene Chloride)
o Tetrachloroethene (Perchloroethylene)
o Tetrachloromethane (Carbon Tetrachloride)
o 1,1,1-Trichloroethane (Methyl Chloroform)
o Trichlorethylene
o Trichloromethane (Chloroform)
These compounds are likely to pose the greatest health concern, from the
standpoint of potential airborne emissions from a landfill, and will be the
focus of the evaluation of potential impacts to health in this assessment.
2.2.2.2 Review of Calderon Sampling
The EIR (Woodward-Clyde, 1988) reports gas sampling by Levine-Fricke in July of
1988 in four subsurface vapor wells. Only one sample contained a detectable
level (detection limits of 0.6 to 2.4 ppm) of a VOC, 3.7 ppm chlorobenzene from
well B-12. The detection limits associated with this sampling were not
consistent with the protocol established by the State Air Board (CARB, 1986) for
the sampling of landfill gases. The results of this sampling have not been
utilized in this assessment.
Tejima and Associates, Inc. (1988b) performed sampling to characterize landfill
gases present in six wells located on the refuse fill (one A series and five B
series). The sampling vas conducted in accordance with
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procedures outlined by the State Air Board for "Calderon gases" (CARB, 1986). A
"Calderon gas" was only detected in one of the wells. A sample from a B-series
well (B-15),in the mound area had a concentration of 850 ppb of vinyl chloride.
"Calderon" monitoring also included surface air sampling over the refuse fill
area. The surface air sample contained detectable levels of two "Calderon
gases", methyl chloroform at 0.74 ppb and trichloroethylene at 4.5 ppb. No
off-site air data were taken to establish whether these compounds were
originating from on-site or off-site.
Laboratory results were provided for what were identified as two newly installed
vapor wells, VS-1 and VS-2 (Levine-Fricke, 1989b). The two wells were
constructed in the vicinity of the well in which vinyl chloride was detected
(B-15) in an effort to confirm the presence of vinyl chloride gas. Laboratory
results indicated no detectable volatile halocarbons at a detection limit of 2
ppb.
McLaren (1989) initially performed sampling for Calderon gas testing on six
B-series wells; subsequently, four of these were resampled along with sampling
of six additional newly-installed vapor wells. Therefore, a total of sixteen
vapor samples were collected from the panhandle and mound refuse areas. The
analytic detection limits used were lower than those specified for disposal site
testing by the CARB, allowing greater contaminant gas detection. A summary of
the quantities of those compounds detected and the resulting geometric means
are contained in Table 2-1. The contaminant geometric means are used in
determining contaminant emission rates from the soil (Section 4.4.1), which are
critical in estimating health risk. A seventh vapor well (VW-7) was stalled and
sampled in the mound area in late August 1989. Analytic results were consistent
with the previous findings.
<PAGE> 208
TABLE 2-1
GEOMETRIC MEANS OF COMPOUNDS
DETECTED IN VAPOR WELLS
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------
Compounds Number of Samples Tested Detected Values Geometric Mean(a)
(ppb) (ppb)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C>
Benzene 16 140, 13, 4, 170, 19, 16.8
280, 280, 7.3, 77, 51
Methylene Chloride 16 53, 230, 7.3, 500, 79, 3.0
10, 7.2, 25
Chloroform 16 2.7, 2.0, 3.9, 7.7, 23, 32 1.5
Trichloroethene 16 2.3, 3.5, 9.3, 24, 18, 3.7 1.4
1,1,1-Trichloroethane 16 11 0.6
Ethylbenzene 6 870, 180 9.6
1,2-Dichloroethene 6 23, 13 4.8
Vinyl Chloride 17(b) 850 7.4
-----------------------------------------------------------------------------------------------------
</TABLE>
(a) For sample results of "none detected" at the analytic detection level, a
value of one-half the detection limit was used.
(b) Sixteen McLaren samples (no detected vinyl chloride) plus one Tejima sample
(850 ppb vinyl chloride) (1988b).
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3.0 DOSE-RESPONSE EVALUATION
Dose-response assessment is the process of characterizing the relationship
between the dose of an agent and the anticipated incidence of an adverse health
effect in an exposed population. The bulk of our knowledge about the
dose-response relationship is based on data collected from animal studies
(usually rodents) and theoretical precepts about what might occur in humans.
Mathematical models are used to estimate the possible response at levels far
below those tested in animals. These models contain several limitations which
should be considered when the results (e.g., risk estimates) are evaluated.
Primary among these limitations is the uncertainty in extrapolating results
obtained in animal research to humans and the shortcomings of extrapolating
responses obtained from high-dose studies to estimate responses at very low
doses. For example, humans are typically exposed to environmental contaminants
at levels that are less than a thousandth of the lowest dose tested in animals.
Such doses may be easily handled by the myriad of biological protective
mechanisms that are present in humans (Ames, 1987). Consequently, at best, we
have a limited ability to use the results of standard rodent bioassays, which
are usually the basis for regulatory limits or guidelines, to understand the
human biological hazard or cancer risk posed by typical levels of exposure
(Crump et al., 1976; Sielken, 1985).
An independent evaluation of the dose-response literature for each of the
chemicals of concern was not considered necessary for the purposes of this risk
assessment. Instead, a number of regulatory limits and guidelines have been
identified that are based on extrapolations from the literature and identify
what are widely viewed as acceptable measures of risk, or levels of exposure or
dose. Exposure being defined as the concentration of a compound at a particular
point of contact, e.g. concentration in inspired air or ingested water; and dose
being the amount of the compound that actually enters the body through all
routes. Non-carcinogenic and
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carcinogenic health effects have been addressed separately as described in the
following sections.
3.1 NON-CARCINOGENIC HEALTH EFFECTS
It is widely accepted that most biological effects of chemical substances occur
only after a threshold dose is reached. For the purposes of establishing health
criteria levels, this threshold dose is usually estimated from the no-observed
adverse effect level (NOAEL) or the lowest-observed adverse effect level (LOAEL)
determined in chronic animal exposure studies. The NOAEL is defined as the
highest dose at which no adverse effect occur, while the LOAEL is defined as the
lowest dose at which adverse effects begin to appear.
NOAELs and LOAELs derived from animal studies are used by the U.S. EPA to
establish reference doses (RfD's) for human intakes. An RfD is a dose level that
is not expected to cause adverse health effects over a lifetime of daily
exposure. Uncertainty factors are used to set RfDs in an attempt to account for
limitations in the quality or quantity of available data. Most RfDs include a
100-fold safety factor: a factor of ten to account for uncertainties in
extrapolating animal data to human health effects, and another ten-fold safety
factor to account for differences in sensitivity within the human population.
However, if the available database is incomplete, an additional ten-fold
uncertainty factor may be applied.
For the purposes of this risk assessment, RfDs established by the USEPA will
generally provide the basis for assessing the potential chronic health risks for
exposed populations.
Another guideline that can be used to evaluate the acceptability of exposures in
occupational settings (construction or office workers) is the Threshold Limit
Values (TLVs) (ACGIH, 1988), and values adopted by the
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federal Occupational Safety and Health (OSHA) Administration as legally
enforceable Permissible Exposure Levels (PELs). TLVs and PELs have been
established to identify levels of exposure at which nearly all workers can be
repeatedly exposed day after day without adverse effect.
3.2 CARCINOGENIC RESPONSE
Regulatory agencies have generally assumed that agents which are carcinogenic
should be treated as if they do not have thresholds. In short, the dose-response
curve for carcinogens used for regulatory purposes only allows for zero risk at
zero dose, i.e., for all doses, some risk is usually assumed to be present. To
estimate the theoretically plausible response at these low doses, various
mathematical models are used. The accuracy of the projected risk at the dose of
interest is a function of how accurately the mathematical model demonstrates the
true (but immeasurable) relationship between dose and risk at the low dose
levels. The USEPA generally uses the linearized multistage model for low dose
extrapolation. This model assumes that the effect of the carcinogenic agent on
tumor formation is linear.
In assessing the carcinogenic potential of a chemical, a weight-of-evidence
approach is used, which weighs the quantity and quality of the various
epidemiological and animal studies for each chemical. The USEPA classifies
chemicals into groups A through E. Group A is designated "human carcinogen" and
Group E is designated "non-carcinogen" (with "probable," "possible," and "not
classifiable" as groups B, C, and D). Quantitative carcinogenic risk assessments
are performed for chemicals in Groups A and B, and may be performed for those in
Group C.
Health risks for exposures to carcinogens are defined in terms of probabilities.
The probabilities identify the likelihood of a carcinogenic response in an
individual that receives a given dose of a particular compound. These
probabilities are expressed in terms of the
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carcinogenic potency factor (CPF). The CPF, as used here, is the upper 95
percent confidence limit on the probability of a carcinogenic response per unit
daily intake of a chemical over a lifetime. This estimate of carcinogenic
response is conservative in that it is more-than-likely an over-estimate of the
actual risk posed by the chemical. The CPF multiplied by the predicted human
intake of the chemical (dose) provides an estimate of the incremental cancer
risk.
3.3 TOXICOLOGICAL PROFILES FOR COMPOUNDS OF CONCERN
The compounds having the greatest potential for posing potential health hazards
to the public at this site are the toxic soil vapors or gases. Soil vapor
sampling performed to-date has identified eight compounds of concern as
potentially being present at the site. The following discussion briefly reviews
the most likely environmental transport and fate processes and toxicity of each
of these compounds.
Vinyl Chloride
Transport and Fate: Volatilization from aquatic and terrestrial systems is the
most important transport process for distribution of vinyl chloride throughout
the environment. Photolysis does not appear to be an important fate process in
aquatic systems. Based on available information, hydrolysis, sorption,
bioaccumulation, and biodegradation do not appear to be important environmental
fate processes (US EPA, 1979).
Health Effects: Vinyl chloride is classified as an A, or a known human
carcinogen. Vinyl chloride both as a vapor and in solution, is mutagenic in
several biological assay systems. The evidence on its teratogenic and
reproductive effects is equivocal, and therefore further research is necessary
before the link between vinyl chloride and the observed animal effects can be
positively established (US EPA, 1984a).
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Chloroform
Transport and Fate: Volatilization into the atmosphere is the major transport
process for removal of chloroform from aquatic systems (US EPA, 1979).
Photolysis, hydrolysis, and sorption do not appear to be significant
environmental fate processes for chloroform. Although chloroform is somewhat
lipophilic and tends to be found at higher concentrations in fatty tissues,
there is no evidence for biomagnification in aquatic food chains (US EPA, 1979).
Health Effects: Chloroform is classified as a B2 carcinogen, meaning that it is
a probable human carcinogen. This classification indicates that sufficient
evidence of carcinogenicity exists in animals with inadequate or lack of
evidence in humans. Oral doses of chloroform that caused maternal toxicity
produced relatively mild fetal toxicity in the form of reduced birth weights.
There are limited data suggesting that chloroform has mutagenic activity in some
test systems (US EPA, 1980).
Methylene Chloride
Transport and Fate: Volatilization to the atmosphere appears to be the major
mechanism for removal of methylene chloride from aquatic systems and its primary
environmental transport process. Photooxidation in the troposphere appears to be
the dominant environmental fate of methylene chloride. Aerial transport of
methylene chloride is partly responsible for its relatively wide environmental
distribution. Photolysis, oxidation and hydrolysis do not appear to be
significant environmental fate processes for methylene chloride, and there is no
evidence to suggest that either adsorption or bioaccumulation are important fate
processes for this chemical (US EPA, 1979).
Health Effects: Methylene chloride is reported to be mutagenic in bacterial test
systems. There is no conclusive evidence that methylene
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chloride can produce teratogenic effects. Methylene chloride is classified as a
B2 carcinogen, meaning that it is a probable human carcinogen (SPHEM, 1988).
Trichloroethylene (TCE)
Transport and Fate: Volatilization is the most important transport and fate
process for trichloroethylene in surface water and in the upper layer of
soil (US EPA,1979).
Health Effects: Trichloroethylene is carcinogenic in mice, and found to be
mutagenic using several microbial assay systems. TCE is classified as a B2 or
probable human carcinogen by the US EPA. The chemical does not appear to cause
reproductive toxicity or teratogenicity. TCE has been shown to cause renal
toxicity, hepatotoxicity, neurotoxicity and dermatological reactions in animals
following chronic exposures (IARC, 1979; NTP, 1982).
Benzene
Transport and Fate: Volatilization appears to be the major transport process of
benzene from surface waters to the ambient air, and atmospheric transport of
benzene occurs readily (US EPA, 1979). Sorption processes are likely removal
mechanisms in both surface water and groundwater. Although the bioaccumulation
potential for benzene appears to be low, gradual biodegradation by a variety of
microorganisms probably occurs (US EPA, 1979; Verschueren, 1977).
Health Effects: Benzene is a Group A, recognized human carcinogen (IARC, 1982).
In both humans and animals, benzene exposure is associated with chromosomal
damage, although it is not mutagenic in microorganisms. Benzene was fetotoxic
and caused embryolethality in experimental animals.
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1,1,1-Trichloroethane (TCA)
Transport and Fate: Little is known of TCA's environmental fate. Photooxidation
by reaction with hydroxyl radicals in the atmosphere is probably the principal
fate process for this chemical. Volatilization from aquatic and terrestrial
systems is an important process in its environmental distribution.
Health Effects: The most notable toxic effects of 1,1,1-TCA in humans and
animals are central nervous system depression, cardiovascular effects, and
adverse effects to the lung, liver, and kidney. Irritation to the skin and
mucous membranes has also been reported. There is some evidence that 1,1,1-TCA
is mutagenic in a bacterial test system and that it causes transformations in
cultured rat embryo cells (ACGIH, 1989).
Ethylbenzene
Transport and Fate: There is limited data available on the transport and fate of
ethylbenzene. Volatilization is probably the major route of elimination from
surface water. where subsequent atmospheric reactions, especially
photooxidation, are responsible for its fate (US EPA, 1979).
Health Effects: Ethylbenzene has been selected by the National Toxicology
Program to be tested for possible carcinogenicity, although negative results
were obtained in mutagenicity assays. In recent animal studies, there was
evidence that ethylbenzene causes adverse reproductive effects (US EPA 1984b).
1,2-trans-Dichloroethylene
Transport and Fate: Due to the relatively high vapor pressure of 1,2-
trans-dichloroethylene (1,2-trans-DCE), volatilization from aquatic systems to
the atmosphere is quite rapid and appears to be the primary
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transport process. Photooxidation in the troposphere appears to be the dominant
environmental fate of the chemical. The half-life of 1,2-trans-dichloroethylene
in the troposphere is estimated to be less than one day (US EPA, 1979).
Health Effects: There are no reports of carcinogenic or teratogenic activity by
1,2-trans-DCE in animals or humans. It is reportedly nonmutagenic in a variety
of test systems.
The regulatory limits and guidelines for each of the chemicals identified above
are summarized in Table 3-1. The table identifies applicable occupational
exposure limits (TLVs) that are considered to be exposures that do not pose a
potential for health hazards to workers and, the comparable maximum inhaled
doses that these exposures represent. The USEPA chemical classification,
reference doses, and where applicable, the cancer potency factors are also
identified.
<PAGE> 217
TABLE 3-1
OCCUPATIONAL EXPOSURE LIMITS AND EPA REFERENCE DOSES
AND CARCINOGENIC POTENCY FACTORS FOR SOIL VAPOR COMPOUNDS
<TABLE>
<CAPTION>
OCCUPATIONAL EPA
--------------------------------------- -----------------------------------------------------
Non-Carcinogenic
TLV(a) Corresponding Maximum Chemical(d) Inhalation Inhalation
Exposure Limit Inhaled Dose(c) Group RfD(e) CPF(f)
Compound (mg/m(3)) (mg/kg/day) Classification (mg/kg/day) (mg/kg/day)(-1)
-------- ------- ----------- -------------- ----------- ---------------
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 10 2.1 A NA 0.795
Chloroform 50 10.7 B2 ND 0.081
(oral=0.01)
Methylene Chloride 175 37.5 B2 ND 0.0016
(oral=0.06)
Trichloroethylene (TCE) 270 57.9 B2 0.007 0.017(g)
Benzene 30(b) 6.4 A 0.0007 0.029
1,1,1-Trichloroethane (TCA) 1900 407 ND 3.0 NA
Ethlybenzene 435 93.2 ND ND NA
(oral=0.1)
1,2-t-Dichloroethylene 790 169 ND ND NA
(oral=0.02)
</TABLE>
----------
(a) The Threshold Limit value is an occupational exposure guideline, which
identifies an 8-hour time-weighted average concentration (milligrams
chemical per cubic meter air) to which nearly all workers may be
repeatedly exposed, day after day, for a 40-hour work week, without
adverse effect (ACGIH, 1988). In 1989 OSHA adopted many of the TLVs as
values for their PELs.
(b) The OSHA PEL for benzene is 3 mg/m(3), less than the TLV.
(c) Assumes that the air concentration of the chemical is at the TLV
concentration, that 15 m(3) of air is breathed per 8-hour workday, and
that all the inhaled chemical is absorbed into an average 70-kg body.
(d) EPA Chemical Groups: (SHEAS, 1989)
A - Human Carcinogen (sufficient evidence)
B - Probable Human Carcinogen.
B(1) - Limited evidence of carcinogenicity in humans
B(2) - Sufficient evidence of carcinogenicity in animals with
inadequate or lack of evidence in humans
C - Possible Human Carcinogen (limited evidence in animals and
inadequate or lack of human data)
D - Not classifiable (inadequate or no evidence)
E - Evidence of non-carcinogenicity for humans
(ND - Classification not determined)
(e) The EPA Reference Dose (RfD) is an estimate of the daily dose of a
chemical (milligrams chemical per kilogram human weight per day) to
which a person may be exposed for a lifetime without appreciable adverse
effect (SHEAS, 1989). Values are exposure route-dependent (inhalation or
oral). "NA" indicates not applicable; "ND" indicates not determined.
(Benzene and TCE RfDs from USEPA, 1986b).
(f) EPA Carcinogenic Potency Factors (CPFs), recently renamed "Slope
Factors" are estimated through the use of mathematical extrapolation
models for estimating the largest possible linear slope (at the upper
95% confidence limit). The CPF represents the upper limit value for risk
per unit dose (dose = mg chemical/kg body weight/day). Values are
exposure route-dependent (inhalation or oral) [SHEAS, 1989]. "NA"
indicates not applicable.
(g) A new CPf of 0.006 (mg/kg/day)(-1) has been proposed and verified for
TCE (SHEAS, 1989).
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4.0 EXPOSURE ASSESSMENT
The principal elements of exposure assessment involve the identification of the
potential exposure pathway(s), evaluation of the impact of fate and transport
processes on the compound of concern, the identification of reasonable exposure
scenarios, and the prediction of concentrations at points of exposure and the
potential uptake (dose). Each of these steps is described in the following
sections.
4.1 IDENTIFYING PATHWAYS OF HUMAN EXPOSURE
This section addresses the identification of potential pathways by which humans
may be exposed. Pathways of exposure are the means through which an individual
may come into contact with a pollutant. These are determined by environmental
conditions (e.g. location of surface water, groundwater, etc.), potential for a
pollutant to move from one medium (e.g., air, soil, water) to another, and by
the general lifestyles of the population (swimming in lakes, gardening, etc.).
Although several potential pathways may exist, only a few are usually
significant. For a pathway to exist each of the following elements must be
present:
- A source and mechanism for chemical release,
- An environmental transport medium (e.g. air, water, soil),
- A point of potential human contact with the medium, and
- A route of exposure (e.g. inhalation, ingestion, dermal
contact).
The refuse fill area is a source of chemical release at the Westport site. Each
of the remaining elements in the exposure pathway will be examined for the
purposes of identifying potential exposure pathways to be evaluated in this risk
assessment.
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Investigations completed to-date at the site indicate the presence of
contaminants principally in groundwater and soil gases. These contaminants
appear to be principally related to the refuse fill area of the site.
4.1.1 POTENTIAL FOR CONTAMINANT TRANSPORT
The potential for transport of contaminants in the various site media or from
one medium to another at the Westport site are discussed in this section.
Groundwater - Site groundwater is relatively shallow and of poor quality. The
groundwater is not and will not be a potential source of drinking water.
Further, none of the investigations performed to-date have indicated that there
is a potential for the shallow groundwater to reach any potable aquifers. The
site is underlain by deposits of organic silty clay, commonly referred to as
"Bay mud". Below the Bay mud lies over 150 feet of clayey soils containing
intermittent sand bodies. This unit forms an aquitard, effectively preventing
any significant vertical groundwater movement. The main regional aquifer is
found at a depth of approximately 200 feet below the ground surface. Pilings are
proposed to be placed in the confining layer (aquitard), but will not pass
through it and are unlikely to represent a conduit for contaminant transport
given the nature of the soils making up the aquitard.
Human health hazards associated with contaminated groundwater, if any are
present, are most likely to be associated with dermal contact with the water
during excavation activities rather than ingestion.
Surface Water - The surface waters of Belmont Slough have not been found to
contain chemical contaminants. Therefore, no significant exposure pathways
associated with surface water have been identified.
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Soils - Previous site activities and proposed development will ensure that
surface soils will be composed largely of imported fill. Field investigations
have indicated that the existing surface soils at the site are not
contaminated. Proposed site disturbing activities will be principally associated
with the grading of the surface soils. Therefore, contaminated fugitive dust is
not expected to represent an inhalation hazard at the site or off-site. The need
for extensive excavation has not been identified by the developers at the site.
To limit the potential for release of contaminants in fugitive dust from
subsurface excavations, it may be useful to reduce the potential for dust
generation (i.e. wetting of soil).
No significant exposure pathways associated with contaminated soil have been
identified.
Soil Vapors and Gases - There is a relatively long history of active methane
generation in the refuse fill area of the site. Previous sampling, as well as
sampling associated with this assessment, have indicated only the limited
presence of other toxic "Calderon gases" at the site. The proposed gas control
measures (the perimeter interceptor trench) are designed to prevent the lateral
migration of gas beyond the refuse fill areas. Diffusion of gas through the soil
cap and dispersion through the air offers the only opportunity for inhalation
exposures. This exposure pathway is fully evaluated in this risk assessment.
4.1.2 POTENTIALLY EXPOSED POPULATIONS
There are a number of populations that would be potentially exposed to
contaminants generated at the site. These include:
- Off-Site residents
- Project construction workers
- Proposed On-Site residents
- Proposed On-Site office workers
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Off-site residents reside immediately adjacent to the Westport site in a number
of developments associated with Redwood Shores. The Redwood Shores developments
to the south and east of the Westport site have a projected population of up to
15,000. The potential on-site office worker population is estimated to be 3000
to 4000 for the currently approved plan and 1500 to 2000 for the proposed plan.
The on-site resident population is estimated to be approximately 1600 for the
proposed plan (the approved plan has no residential component).
4.2 ENVIRONMENTAL FATE AND TRANSPORT OF COMPOUNDS OF CONCERN
Section 3.3 briefly reviewed the general transport and fate mechanisms for each
of the identified compounds of concern. This section further explores some of
the specific transport and fate issues identified for landfills.
Some investigators of landfill gas emissions have postulated that a soil cover
either destroys landfill gases, or converts them to other organic compounds, as
they pass through the soil to the atmosphere (SCAQMD, 1982). SCAQMD identified
literature indicating that micro-biologic investigations have proved that
oxidation of organics is brought about by organic consuming bacteria. SCAQMD's
efforts to confirm these reports through subsurface and surface monitoring
indicated that reactive organic gas conversion may occur, however, it varies and
sometimes does not occur, from landfill to landfill and even in different areas
of the same landfill.
For the purposes of this assessment, it is assumed that the soil vapors detected
below the cap are able to diffuse unaltered through the cap for eventual
release, and that once released the compounds are not further degraded in the
atmosphere before reaching an exposure point. Although
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this simplifying assumption is extremely conservative, it will serve the needs
of this screening level assessment.
The characterization of landfill gas constituents other than methane is a
relatively new activity. As discussed previously, the literature indicates that
the only reliable method of determining which gases are present at a particular
landfill is by sampling. Two important issues that have not been completely
addressed to-date by the scientific community are: 1) the period of time that
gas generation occurs at a site, and 2) the variability of gas generation rates.
An article by Parker (1986) suggested that landfill sites in Britain were likely
to evolve significant quantities of gas for at least fifteen to twenty years
after the waste has been deposited. Flower et al. (1981) cite an article by
Rovers et al. (1977) that indicated that gases may be generated by buried
organic matter for up to 75 years after burial. These articles are generally
referring to the generation of methane gas, no data were identified relative to
the generation of other gases.
Investigations performed to-date have shown only the limited presence of
contaminants in the site soil vapor. As discussed previously, it is believed
that these compounds may be created as a result of the process of microbial
degradation of the organic compounds present in the waste. To the extent that
this is the case, generation of these compounds will decrease over time as the
source material is exhausted. Although the length of time required for such
reductions to occur has not been quantified, substantial increases in gas
generation at this site are unlikely given the fact that refuse was last
deposited there nearly twenty years ago.
4.3 DEFINITION OF EXPOSURE SCENARIOS TO 8E EVALUATED
This risk assessment addresses the potential health hazards associated with the
following alternatives: 1) no action; 2) development of the
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previously approved, all commercial plan; and 3) development of the currently
proposed plan which includes both residential and commercial facilities. The
assessment considers both the development and occupancy phases of the planned
developments.
The individuals most likely to have the highest long-term health risk resulting
from any airborne chemical releases from the site will be the site occupants. A
number of concerns have also been expressed relative to potential short-term
effects on health associated with construction activities at the site. The
health impacts (particularly carcinogenic response) associated with exposure to
the relatively small quantities of volatile organic chemicals found in the
landfill gas are principally associated with long-term exposure. However, this
assessment addresses some of the potential short-term exposure concerns for
construction workers.
There are a large number of potential exposure scenarios that could be evaluated
for any project. The following scenarios have been selected as representative of
the range of potential exposures that might be associated with this project and
for which it would be appropriate to characterize health risks. These exposure
scenarios are intended to fairly broadly bound the range of potential exposures
that might occur as the result of a variety of potential site development
activities. Exposure scenarios are described for both the no-action alternative
and the construction and occupancy phases of the project for each of the
populations of interest.
4.3.1 NO-ACTION - CURRENT HEALTH IMPACTS
The principal population group of concern under the no-action alternative is the
existing off-site population. Although the site is currently associated with
some recreational use, this represents only casual use by individuals and would
present a potential health hazard far below that
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predicted for residents located immediately adjacent to the site. The health
hazards posed to off-site populations from the site in its current condition are
addressed by this scenario.
4.3.2 CONSTRUCTION EXPOSURE SCENARIOS
Two population groups are of potential interest during the construction phase of
the project; the construction workers and the off-site residents. Construction
related exposures will necessarily be variable and short-term in nature since
site activities having the potential for altering the release of contaminants
will change throughout the construction period and ultimately end upon
completion of the project.
Acute (very short exposures to much higher than typical concentrations of
chemicals) exposure hazards are most commonly associated with entry into
enclosed or confined spaces in which compounds have accumulated. Construction
workers are likely to be the only group of concern relative to health impacts
from acute exposure. Such potential health impacts are prevented principally by
the implementation of appropriate occupational health and safety procedures
governing any activities involving confined spaces. Such procedures typically
require; the testing of air in confined spaces to ensure it is below combustible
limits and contains sufficient oxygen, the provision of adequate ventilation,
the elimination of sources of ignition, and working in groups or teams. This
assessment does not address acute exposures to workers on-site during
construction activities, since it is assumed that appropriate work practices
will be employed to eliminate the potential for acute exposures in compliance
with OSHA requirements.
4.3.2.1 Construction Worker Exposure Scenarios
Construction workers represent the one population group for which two routes of
exposure to contaminants associated with the refuse fill are
<PAGE> 225
RISK ASSESSMENT
PAGE 4-8
considered possible. The first involves inhalation of airborne contaminants and
the second involves dermal absorption of contaminants as a result of contact
with contaminated water. Potential inhalation exposures will be quantified
considering the range of potential site disturbing activities associated with
construction activities. The relative contribution of contact with groundwater
to uptake of compounds is also addressed. Construction worker exposure is not
expected to vary significantly for the two development plans. Therefore, no
distinction is made between the impacts of the two plans.
4.3.2.2 Off-Site Population Exposure Scenarios
Potential off-site exposures from airborne contaminants will be quantified
during the construction phase. Exposure quantification will take into account
construction activities that result in the temporary reduction or removal of the
refuse fill cap. The analyses address the incremental change in potential
exposures associated with construction activities, relative to those that are
currently associated with the site in its present condition.
4.3.3 PROJECT OCCUPANCY EXPOSURE SCENARIOS
Three separate population groups are of interest when quantifying health risks
following completion of the project: on-site residents, on-site workers, and
off-site residents. Site emissions estimates will assume the re-establishment of
a cap throughout the refuse fill areas, with adjustments for cap-penetrating
structures such as pilings or other cap design changes. Construction on the site
will lead to the establishment of very low permeability surface features such as
asphalt parking lots, streets, and buildings that would tend to reduce
emissions. However, this assessment conservatively assumes no emission
reductions as a result of these features. It is assumed that gases obstructed by
such features will migrate to a location where they will diffuse through the
cap or be vented
<PAGE> 226
RISK ASSESSMENT
PAGE 6-5
U.S. Environmental Protection Agency (US EPA), 1989. Air/Superfund National
Technical Guidance Study Series, Volume II - Estimation of Baseline Air
Emissions, at Superfund Sites, Interim Final. Office of Air Quality Planning and
Standards.
Research Triangle Park, NC. January.
Versar Inc., 1979. Water-related environmental fate of 129 priority pollutants.
Volume I. USEPA-440/4-79-029a.
Verschueren, K., 1977. Handbook of Environmental Data on Organic Chemicals. Van
Nostrand Reinhold Co., New York.
Wood, J.A. and M.L. Porter, 1987. Hazardous Waste Management. Hazardous
Pollutants in Class II Landfills, Journal of the Air Pollution Control
Association, Volume 37, No. 5, May.
Woodward-Clyde Consultants, 1988. Final Environmental Impact Report, Westport
Development, Redwood City, California. November.
Young, F.A., 1987. Risk Assessment: The Convergence of Science and the Law.
Regul. ToxicI. Pharmacol. 7:179-184.
<PAGE> 227
RISK ASSESSMENT
PAGE 7-1
7.0 GLOSSARY
Bioaccumulation - The process of concentrating a chemical in an
organism.
Biodegradation - The transformation or break-down of a chemical
by means of a living organism, such as bacteria.
Dispersion Model - A numerical model used to predict the
transport/dilution of contaminants in an
environmental media (e.g. air).
Dose - Amount of a compound that enters the body
through all routes.
Environmental Transport - The movement of a chemical through different
environmental media, such as soil, water and
air.
Environmental Fate - Describes the chemical and biological reactions,
as well as the movement of a chemical in its
environment.
Exposure Pathway - Means through which an individual may come in
contact with a pollutant.
Exposure - Concentration of a compound at a particular
point of contact.
Epidemiological Study - A study of the incidence, distribution, and
control of disease in a population.
Hydrolysis - A chemical process of decomposition which
involves splitting of a chemical bond and the
addition of an element of water:
Metals - Naturally occurring elements in soils and
waters. Potential health effects range from
beneficial to toxic depending on the specific
metal and its concentration. Heavy metals are a
set of metals that are commonly measured because
of their high toxicity (e.g. arsenic, barium,
cadmium, chromium, lead, mercury, selenium and
silver).
<PAGE> 228
RISK ASSESSMENT
PAGE 7-2
Mutagenic - Able to cause an physical or chemical alteration
of a cell's genetic material (genes or
chromosomes).
Organic Compounds - Chemical substances of animal or vegetable
origin, of basically carbon structure, including
man-made hydrocarbons and their derivatives.
Photolysis - Chemical decomposition (break-down) by means of
solar radiation.
PPB - Part per billion, unit of measurement which
expresses the amount of chemical present
("part") per the amount of sample analyzed
("billion").
PPM - Part per million, unit of measurement which
expresses the amount of chemical present
("part") per the amount of sample analyzed
("million").
Screening-Level Evaluation - An assessment designed to evaluate the potential
for negative outcome based on highly
conservative assumptions. The results of such an
assessment indicate whether a further more
detailed evaluation of the site should be
undertaken.
Semi-volatile Organics - Organic chemicals which generally contain six to
thirty carbon atoms and do not evaporate
readily.
Sorption - A surface phenomenon which may be either
absorption or adsorption which involves the
adherence to, or penetration of one substance by
another.
Teratogenic - Able to cause developmental malformations in the
offspring of the exposed (birth defects).
Toxic - Capable of producing injury, illness, or damage
to humans, livestock or wildlife through
ingestion, inhalation, or absorption through any
body surface.
<PAGE> 229
RISK ASSESSMENT
PAGE 7-3
Trip Blank - A sample that is handled and analyzed the same
as samples taken from the field, but which
contains pure water or air (usually prepared in
the laboratory). Analysis of a trip blank
permits the elimination of any false positive
results in the real samples arising from
contamination during shipment or analysis.
Uptake - Amount of a contaminant that is absorbed by the
body.
Vadose Zone - A subsurface zone above the water table in which
the spaces of a porous medium are only partially
filled with water (unsaturated zone).
Vapor-Phase Diffusion - The spontaneous mixing of one vaporous
substance with another when in contact.
Volatile Organics - Organic chemicals that generally contain one to
six carbon atoms and evaporate readily.
<PAGE> 230
APPENDIX A
LANDFILL GAS CONTROL DESIGN MEASURES
<PAGE> 231
SCS ENGINEERS
AVAILABLE STRATEGIES
FOR LANDFILL GAS MIGRATION CONTROL
FOR WESTPORT DEVELOPMENT
Prepared for:
Prometheus Development Company, Inc.
2600 Campus Drive, Suite 200
San Mateo, California 94403-2524
and
Stuhlmuller Property Company
999 Baker Way, Suite 200
San Mateo, California 94404
Prepared by:
SCS Engineers
3711 Long Beach Boulevard
Ninth Floor
Long Beach, California 90807
(213) 426-9544
January 16, 1989
File No. 0188213
<PAGE> 232
SCS ENGINEERS
CONTENTS
<TABLE>
<CAPTION>
Section Page
------- ----
<S> <C> <C>
1 Introduction ................................................. 1-1
Scope ........................................................ 1-1
Site Description and Background .............................. 1-1
2 Recommended LFG Control Approaches ........................... 2-1
Factors Affecting Control Strategy ........................... 2-1
Protection of Structures to Be Placed on Mound and
Panhandle .................................................... 2-2
Protection of Structures Located Off the Landfill ............ 2-7
Protection of Utilities and Parking Areas .................... 2-7
3 Health and Safety Considerations ............................. 3-1
</TABLE>
<PAGE> 233
SCS ENGINEERS
SECTION 1
INTRODUCTION
SCOPE
SCS Engineers has been retained by Prometheus Development Company and
Stuhlmuller Property Company to recommend and assist in the implementation of
systems to protect their proposed commercial and residential developments from
potential hazards due to gas migration from the Westport landfill. This report
provides information and recommendations on available approaches to mitigate the
potential hazards due to the presence of landfill gas (LFG). Types of control
systems that have been employed at similar projects are discussed along with
their relative applicability. It is understood that the details of these
recommendations for gas control will be developed in a subsequent phase.
Also included is a discussion of health and safety considerations for
construction projects on landfills. The discussion is relevant to both
installation of the gas control systems and construction of site improvements
(buildings, grounds, utilities) generally. Safety specifications would be
developed in conjunction with preparation of design plans.
SITE DESCRIPTION AND BACKGROUND
The Westport project site is located along the southwestern shore of San
Francisco Bay within the limits of the City of Redwood City, California. The
site is located approximately 1 mile
1-1
<PAGE> 234
SCS ENGINEERS
east of Highway 101 on the northwest side of Marine World Parkway, and is
bounded on the north and east by Belmont Slough and by existing residential
developments on the southeast in Redwood City.
The site was once a tidal marshland. The general area was diked off in
about 1910, and used as a pasture. In approximately 1948, part of the site was
opened for refuse disposal. Between 1948 and 1970, 43 acres of the site were
used for disposal of municipal solid waste and incinerator ash. A 4-foot-thick,
relatively impermeable clay cover was installed in 1970. The disposal area was
closed in 1970, and now consists of a long, relatively narrow, low mound in the
southeasterly portion of the site (the "Panhandle"), and a relatively high mound
in the northeasterly portion (the "Mound").
The proposed project is to consist of 998 one-, two-, and three-bedroom
residential units constructed on 50 acres and approximately 500,000 square feet
of commercial offices constructed on the site's remaining 35 acres. The
residential units will be built in clusters consisting of 30- to 40-foot-high
buildings. The commercial offices will be one- to two-story buildings.
The following is a list of the previous investigations which have been
conducted at the site:
- Cooper Engineers Report, Geotechnical and Waste Management
Engineering Studies for Approval of Concept Plan, Lands of
Parkwood 101 Associates, Redwood City, California, for Parkwood
101 Associates. September 16, 1983. Job No. 1673-A17. 658 Bair
Island Road, Redwood City, California 94063. (415) 367-9510.
1-2
<PAGE> 235
SCS ENGINEERS
- Peter Kaldveer and Associates. Feasibility Foundation
investigation for Westport Apartments, Redwood City, California.
October 12, 1987. K 675-22 10392. 425 Roland Way, Oakland,
California 94621. (415) 568-4001.
- Tejima and Associates. Landfill Gas Report, Westport Project
Site, Redwood City, California, for Westport Investments.
October 28, 1988. Job No. 1175-01-01. 10 Twin Dolphin Drive,
Fluor Building, Suite B-150, Redwood City, California 94065.
(415) 598-9182.
- Woodward-Clyde Consultants, Final Environmental Impact Report,
Westport Development, Redwood City, California. November 1988.
SCH 88032906. 500 12th Street, Suite 100, Oakland, California
94607-4014.
- Levine-Fricke. Preliminary Soil and Ground Water Investigation
Results, Westport Landfill Site, Redwood City, California.
December 14, 1988. LF 1287. 1900 Powell Street, 12th Floor,
Emeryville, California 94608: (415) 652-4500.
1-3
<PAGE> 236
SCS ENGINEERS
SECTION 2
RECOMMENDED LFG CONTROL APPROACHES
FACTORS AFFECTING CONTROL STRATEGY
The purpose of the LFG migration control systems for the Westport site
will be to prevent migrating methane from posing an explosive and health hazard
to structures to be constructed on or near the landfill and occupants.
The following site-specific factors will be considered in the design of
the LFG migration control facilities:
- Landfill depth and depth to ground water. Most migration control
systems are installed to at or near the full depth of the
landfill. Where the bottom layer of refuse is in contact with
ground water, the system may be terminated at the water table
(i.e., gas will not migrate laterally below the water table).
- Refuse age, composition, and moisture content. Used to estimate
LFG generation rates, the most important factors influencing gas
production are moisture content of the refuse and the relative
amounts of organic and inert materials. Generally, the more
moisture and organic material present, the more gas will be
generated.
- Distance to receptors subject to subsurface gas migration.
2-1
<PAGE> 237
SCS ENGINEERS
- Regulatory requirements. The requirements of the City building,
fire, and health departments, and BAAQMD, must be met.
There are two general approaches to migration control: (1) those which
prevent the gas from leaving the landfill; and (2) those which prevent gas from
entering receptor areas (i.e., buildings). The SCS approach will consist of a
combination of these systems as described below and as illustrated on Figure
2.1.
PROTECTION OF STRUCTURES TO BE PLACED ON MOUND AND PANHANDLE
The direct protection of structures to be constructed on the
refuse-filled areas will include:
- Subfloor membrane systems to be installed beneath all
structures.
- Passive ventilation below membranes, plumbed to allow conversion
to active system if future conditions warrant.
- Installation of LFG monitoring probes below and above the
membrane.
- Installation of automated methane sensors in the lowest level of
buildings. The nature of the alarm signal would be determined
later.
Regarding the placement of membranes and subfloor ventilation, the
method of installation will depend on the type of foundation selected for the
building. Figure 2.2 shows an example detail.
2-2
<PAGE> 238
[FIGURE 2.1 OF RECOMMENDED LFG CONTROL APPROACHES FOR WESTPORT]
This diagram depicts the snail-shaped Westport Office Park area, with a bold
line showing a perimeter trench that crosses the center of the area.
2-3
<PAGE> 239
[FIGURE 2.2 OF EXAMPLE DETAIL - MEMBRANE / VENT SYSTEM]
This diagram shows a square shape with a line towards the bottom labeled "Floor
Slab," and a filled-in section under the Floor Slab labeled "Gravel Fill."
2-4
<PAGE> 240
SCS ENGINEERS
For simple slab-on-grade, spread footings, or mat foundation, the
membrane is placed under the slab. If the foundation is on piles, the membrane
may be placed above the structural floor slab, and overlain by a topping slab,
sandwiched between thin sand layers. Placement below the piles may be
ineffective because of potential damage to the membrane due to settlement of the
landfill. Subfloor ventilation would be accomplished with a piping network
suspended from the pile-supported structural slab. (Note: Settlement would
probably result in the creation of a "crawl" space under the slab.)
The membrane is made from chemically resistant polymers such as
high-density polyethylene (HDPE), PVC, and chlorinated polyethylene (CPE). The
liner thicknesses in use normally range from 30 to 80 mils. The membrane is
installed below the floor or foundation slab and attached to the footings of the
enclosed space exterior walls. It provides a physical barrier to gas movement.
Penetrations through the liner, such as drains or utility ducts, are
sealed by installing a membrane boot.
Membrane seams are lapped a minimum of 2 inches and are bonded using
liner manufacturer's recommended methods to ensure continuous physical barrier
to gas migration. Along the perimeter, the liner is attached to the inside of
the structure's exterior walls by battening the material to the bottom of the
walls.
In addition to the membrane, a passive gas venting system would be
installed below the membrane to relieve any subsurface buildup of gas. The
system typically consists of a network of perforated pipe contained within a
gravel bed. Gas migrating into the system will vent to the atmosphere through
vertical perimeter wall risers, which terminate above the roof line.
--------------------------------------------------------------------------------
2-5
<PAGE> 241
SCS ENGINEERS
The minimum thickness of the gravel layer surrounding the pipes is
generally 6 inches; it rarely exceeds 12 inches. (Layer thickness is more a
function of ease of construction than hydraulic capacity.) The collector pipes
are connected to vertical risers located at the edge of the gravel bed near the
structure's perimeter walls. The ends of these vents are typically equipped with
wind-driven turbine ventilators to facilitate gas flow from the system. These
are located above the roof line to minimize effects on ambient air quality
(e.g., should the gas be odorous).
Activation of the subfloor vent system can be achieved either through
gas extraction or air injection depending on site-specific conditions. Factors
to be considered include the type of floor/foundation, the proximity of the
structure to the landfill, and the presence of subfloor space in the structure.
Automated Methane Sensors
As a backup to direct control methods, the, placement of continuous
automated methane sensors in the building interior spaces would be installed.
These sensors are set to activate an alarm at one or more predetermined methane
concentrations, such as 0.5 percent (one tenth of the LEL). The sensors are
placed in the areas considered most vulnerable to methane infiltration, and can
be set to either:
- Activate a sound or visual alarm.
- Send a signal to site safety personnel.
- Activate building ventilation system.
Ventilation systems (HVAC) themselves can be augmented to add an element
of protection to a building. The normal air change frequency can be increased
(to four air changes per hour),
--------------------------------------------------------------------------------
2-6
<PAGE> 242
SCS ENGINEERS
for example), along with positioning of ventilation outlets to distribute air
uniformly in the building.
PROTECTION OF STRUCTURES LOCATED OFF THE LANDFILL
Structures placed on areas of the site not directly located over buried
refuse would be protected through the installation of a passive perimeter
interceptor trench, which could be converted to an active system if future
conditions warrant. The system would consist of a gravel-filled interceptor
trench containing horizontal perforated pipe, connected to vertical risers
through which LFG collecting in the trench backfill can vent to the atmosphere.
A membrane liner would be installed on the trench wall facing away from the
landfill. Figure 2.3 illustrates this concept.
In addition, monitoring wells/probes (see Figure 2.4) would be installed
between the trench system and the buildings.
PROTECTION OF UTILITIES OVER LANDFILL
Utility systems and galleries aligned over the landfilled areas of the
site will be subject to differential settlement, and may serve as pathways for
the migration of methane into site structures (and service vaults). For this
reason, it will be recommended that utility galleries be provided with a firm
foundation to withstand settlement. The specific protective method would be
dependent on the alignment and depth of refuse (i.e., the settlement potential).
Further, to prevent the utilities from acting as a conduit for gas
transmission, they should be sealed at the connection with structures or vaults.
Prior to personnel entering utility vaults, manholes, and catch basins, they
should be instructed to test the atmosphere as being safe for entry.
--------------------------------------------------------------------------------
2-7
<PAGE> 243
FIGURE 2.3. PASSIVE PERIMETER TRENCH.
This diagram depicts a rectangular shape labeled "Clean Gravel Fill," and lines
along the side labeled Low Ground Water Level and High Ground Water Level. A
thin rectangular figure called a "Steel Vent Pipe" is located in the center of
the Clean Gravel Fill and exits at the top.
2-8
<PAGE> 244
FIGURE 2.4. TYPICAL LFG MONITORING WELL.
This diagram depicts a rectangular shape labeled "Clean Gravel Fill," that
indicates the depth of a Monitoring Well. At the bottom of the Clean Gravel Fill
there is a line labeled Low Ground Water Level and towards the top there is a
line labeled Finished Grade. Other features are identified along the side of the
diagram, such as Natural Soil Backfill and a Bentonite Plug.
2-9
<PAGE> 245
SCS ENGINEERS
Parking areas on the site do not generally pose as great a potential for
the accumulation of methane, and therefore do not constitute as great an
explosive hazard. However, these areas could be subject to nuisance odors, and
therefore warrant gas migration control. Protection can usually be limited to
the installation of passive vents through the parking area, with odor control.
The vents could be converted to active extraction if warranted in the future.
--------------------------------------------------------------------------------
2-10
<PAGE> 246
APPENDIX B
SAMPLING LOCATION FIGURES
<PAGE> 247
[MAP]
SITE PLAN WITH SOIL SAMPLING
LOCATIONS
This diagram depicts the snail-shaped Westport Office Park area, and identifies
soil sampling locations across the side. A grid divides the map into quadrants.
<PAGE> 248
[MAP]
SITE PLAN WITH SURFACE WATER
SAMPLE AND GROUNDWATER
MONITORING WELL LOCATIONS
This diagram depicts the snail-shaped Westport Office Park area, and identifies
29 well locations across the site.
<PAGE> 249
[MAP]
SITE PLAN WITH VAPOR
MONITORING WELL LOCATIONS
This diagram depicts the snail-shaped Westport Office Park area, and identifies
the Belmont Slough to the north and east and a Panhandle Area to the south.
Towards the center there is a Mound Area, with circular lines that show the
contours of the land.
<PAGE> 250
SCS ENGINEERS
SECTION 3
HEALTH AND SAFETY CONSIDERATIONS
During construction of the LFG control systems for Westport, it will be
essential to provide workers with appropriate equipment and procedures to insure
their safety and prevent nuisance conditions for surrounding neighborhoods.
The danger caused by LFG migration is principally due to its methane
content. Methane is odorless, but is potentially explosive in concentrations
between 5 and 15 percent in air, which are referred to as the lower and upper
explosive limits (LEL/UEL). In the landfill mass itself, methane will
not explode, because there is insufficient oxygen to support combustion. Methane
becomes a hazard when it migrates into enclosed spaces and accumulates above the
LEL, and is exposed to an ignition source. Prevention of methane accumulation is
the principal reason for implementation of the control systems discussed in this
report.
Methane can also pose hazards to workers during construction,
particularly during excavation/drilling into the landfill for foundation work
and installation of LFG control facilities.
Further, LFG contains trace quantities in the part per million (ppm)
range, which are known to be toxic or carcinogenic, and for which there are OSHA
standards for short- and long-term worker exposure. Normally, the short-term
limits are not exceeded in landfill work, but monitoring and contingency efforts
should be incorporated into construction specifications, and a set of
site-specific construction safety specifications will be prepared during the
design phase of this project.
--------------------------------------------------------------------------------
3-1
<PAGE> 251
APPENDIX C
EMISSION, EXPOSURE, AND DOSE CALCULATIONS SPREADSHEETS
<PAGE> 252
THIBODEAUX MODEL- INTERNAL GAS GENERATION (EPA, SUPERFUND EXPOSURE ASSESSMENT
MANUAL) (Applicability to moist or wet soils unknown)
Applicable to All Site Scenarios
Ei=(Ci)(Vy)A
<TABLE>
<CAPTION>
Conc (ppm) MW CI(g/cm3) Vy (cm/sec) Ei/A (g/cm2-sec)
-------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
Benzene 0.017 78.11 5.42E-11 0.00163 8.8344E-14
Methyl Chl 0.003 84.94 1.04E-11 0.00163 1.69533E-14
Chloroform 0.002 119.39 9.75E-12 0.00163 1.58862E-14
TCE 0.001 131.4 5.36E-12 0.00163 8.74212E-15
TCA 0.0006 133.42 3.27E-12 0.00163 5.32591E-15
Ethyl Benz 0.01 106.16 4.33E-11 0.00163 7.06289E-14
1,2 DCE 0.005 96.95 1.98E-11 0.00163 3.22507E-14
Vinyl Chl 0.008 62.5 2.04E-11 0.00163 3.32653E-14
</TABLE>
FARMER MODEL (CALIFORNIA SITE MITIGATION DECISION TREE MANUAL)
(Modification for Internal gas generation using factor of 6)
Current Cap Conditions - Minimum Cap Depth 4 Feet
6Q=Di[(Pa10/3)/pT2](Ci/L)A
<TABLE>
<CAPTION>
Di (cm2/sec) Pa 10/3 pT2 Ci (g/cm3) L (cm) 6Q/A (g/cm2-sec)
-------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Benzene 0.09 0.0005 0.27 5.42E-11 120 4.51656E-16
Methyl Chl 0.088 0.0005 0.27 1.04E-11 120 8.47474E-17
Chloroform 0.091 0.0005 0.27 9.746E-12 120 8.21201E-17
TCE 0.084 0.0005 0.27 5.363E-12 120 4.17143E-17
TCA 0.082 0.0005 0.27 3.267E-12 120 2.48083E-17
Ethyl Benz 0.069 0.0005 0.27 4.333E-11 120 2.76834E-16
1,2 DCE 0.081 0.0005 0.27 1.979E-11 120 1.48393E-16
Vinyl Chl 0.11 0.0005 0.27 2.041E-11 120 2.07861E-18
</TABLE>
Page 1
<PAGE> 253
FARMER MODEL (CALIFORNIA SITE MITIGATION DECISION TREE MANUAL)
(Modification for internal gas generation using factor of 6)
Construction Scenario - Cap Removal - Cap Depth of 2cm
6Q=Di[(Pa10/3)/pT2](Ci/L)A
<TABLE>
<CAPTION>
Di (cm2/sec) Pa 10/3 pT2 Ci (g/cm3) L (cm) 6Q/A (g/cm2-sec)
--------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Benzene 0.09 0.0005 0.27 5.42E-11 2 2.70994E-14
Methyl Chl 0.088 0.0005 0.27 1.04E-11 2 5.08484E-15
Chloroform 0.091 0.0005 0.27 9.746E-12 2 4.92721E-15
TCE 0.084 0.0005 0.27 5.363E-12 2 2.50286E-15
TCA 0.082 0.0005 0.27 3.267E-12 2 1.4885E-15
Ethyl Benz 0.069 0.0005 0.27 4.333E-11 2 1.66101E-14
1,2 DCE 0.081 0.0005 0.27 1.979E-11 2 8.90357E-15
Vinyl Chl 0.11 0.0005 0.27 2.041E-11 2 1.24717E-14
</TABLE>
FARMER MODEL (CALIFORNIA SITE MITIGATION DECISION TREE MANUAL)
(Modification for internal gas generation using factor of 6)
Occupancy Scenario - More Dense Cap - Bulk Density 1.5 g/cm3 - Average Depth of
4 feet.
6Q=Di[(Pa10/3)/pT2](Ci/L)A
<TABLE>
<CAPTION>
Di (cm2/sec) Pa 10/3 pT2 Ci (g/cm3) L (cm) 6Q/A (g/cm2-sec)
--------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Benzene 0.09 2E-05 0.18 5,42E-11 120 2,98093E-17
Methyl Chl 0.088 2E-05 0.18 1.04E-11 120 5.59333E-18
Chloroform 0.091 2E-05 0.18 9.746E-12 120 5.41993E-18
TCE 0.084 2E-05 0.18 5.363E-12 120 2.75314E-18
TCA 0.082 2E-05 0.18 3.267E-12 120 1.63734E-18
Ethyl Benz 0.069 2E-05 0.18 4.333E-11 120 1.82711E-17
1,2 DCE 0.081 2E-05 0.18 1.979E-11 120 9.79393E-18
Vinyl Chl 0.11 2E-05 0.18 2.041E-11 120 1.37188E-17
</TABLE>
Page 2
<PAGE> 254
BOX MODEL EXPOSURE POINT CONCENTRATION ESTIMATES
(F x A)/(u x h) = Box Concentration (ug/m3)
FARMER MODEL
Current Cap
<TABLE>
<CAPTION>
Emission Box
Emission Rate Area Wind Speed x-sec area
ug/m2 sec m2 m/sec m2 Box Conc
F A u h ug/m3
--------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 0.0000021 27900 3 730 2.68E-05
Chloroform 0.00000082 27900 3 730 1.04E.05
Methylene Chl 0.00000085 27900 3 730 1.08E-05
Trichloroethylen 0.00000042 27900 3 730 5.35E-06
Benzene 0.0000045 27900 3 730 5.73E-05
TCA 0.00000025 27900 3 730 3.18E-06
Ethyl Benzene 0.0000028 27900 3 730 3.57E-05
1,2 Dichl ethy 0.0000015 27900 3 730 1.91E-05
</TABLE>
FARMER MODEL
No Cap - Construction 8000 sq ft (750 m2)
<TABLE>
<CAPTION>
Emission Box
Emission Rate Area Wind Speed x-sec area
ug/m2 sec m2 m/sec m2 Box Conc
F A u h ug/m3
--------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 0.00012 750 3 730 4.11E-05
Chloroform 0.000049 750 3 730 1.68E-05
Methylene Chl 0.000051 750 3 730 1.75E-05
Trichloroethylen 0.000025 750 3 730 8.56E-06
Benzene 0.00027 750 3 730 9.25E-05
TCA 0.000015 750 3 730 5.14E-06
Ethyl Benzene 0.00016 750 3 730 5.48E-05
1.2 Dichl ethy 0.000089 750 3 730 3.05E-05
</TABLE>
Page 1
<PAGE> 255
FARMER MODEL
Developed Cap (Dry Bulk Densit 1.5 g/cm3)
<TABLE>
<CAPTION>
Emission Box
Emission Rate Area Wind Speed x-sec area
ug/m2 sec m2 m/sec m2 Box Conc
F A u h ug/m3
--------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 0.00000014 27900 3 730 1.78E-06
Chloroform 5.4E-08 27900 3 730 6.88E-07
Methylene Chl 5.6E-08 27900 3 730 7.13E-07
Trichloroethylen 2.7E-08 27900 3 730 3.44E-07
Benzene 0.0000003 27900 3 730 3.82E-06
TCA 1.6E-08 27900 3 730 2.04E-07
Ethyl Benzene 0.00000016 27900 3 730 2.29E-06
1.2 Dichl ethy 9.8E-08 27900 3 730 1.25E-06
</TABLE>
FARMER MODEL
No Cap - Pilings (65 pilings - 6m2)
<TABLE>
<CAPTION>
Emission Box
Emission Rate Area Wind Speed x-sec area
ug/m2 sec m2 m/sec m2 Box Conc
F A u h ug/m3
--------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 0.00012 6 3 730 3.29E-07
Chloroform 0.000049 6 3 730 1.34E-07
Methylene Chi 0.000051 6 3 730 1.4E-07
Trichloroethylen 0.000025 6 3 730 6.85E-08
Benzene 0.00027 6 3 730 7.4E-07
TCA 0.000015 6 3 730 4.11E-08
Ethyl Benzene 0.00016 6 3 730 4.38E-07
1,2 Dichl ethy 0.000089 6 3 730 2.44E-07
</TABLE>
Page 2
<PAGE> 256
Thibodeaux Model
All Scenarios
<TABLE>
<CAPTION>
Emission Box
Emission Rate Area Wind Speed x-sec area
ug/m2 sec m2 m/sec m2 Box Conc
F A u h ug/m3
--------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 0.00033 27900 3 730 4.20E-03
Chloroform 0.00016 27900 3 730 2.04E-03
Methylene Chi 0.00017 27900 3 730 2.17E-03
Trichloroethylen 0.000087 27900 3 730 1.11E-03
Benzene 0.00088 27900 3 730 1.12E-02
TCA 0.000053 27900 3 730 6.75E-04
Ethyl Benzene 0.0007 27900 3 730 8.92E-03
1,2 Dichl ethy 0.00032 27900 3 730 4.08E-03
</TABLE>
Page 3
<PAGE> 257
ISC MODEL EXPOSURE POINT CONCENTRATION ESTIMATES
ISC Predicted Airborne Concentrations for Unit Emission Rate (ug/m2 sec)
<TABLE>
<CAPTION>
Predicted Annual
Average Concentration
(ug/m3)
<S> <C>
167m x 167m source
------------------
200m 200m downwind 1.7
900 m downwind 0.5
27.2m x 27.2m source
--------------------
50m downwind 0.7
200m downwind 0.15
900m downwind 0.03
</TABLE>
FARMER MODEL
Current Cap - 167m x 167m area source
<TABLE>
<CAPTION>
Conc. 200M Conc. 900M
Emission Rate Downwind Down Wind
ug/m2 sec ug/m3 ug/m3
------------------------------------------------------------------------
<S> <C> <C> <C>
Vinyl Chloride 0.0000021 3.57E-06 1.05E-06
Chloroform 0.00000082 1.39E-06 4.1E-07
Methylene Chi 0.00000085 1.45E-06 4.25E-07
Trichloroethylene 0.00000042 7.14E-07 2.1E-07
Benzene 0.0000045 7.65E-06 2.25E-06
TCA 0.00000025 4.25E-07 1.25E-07
Ethyl Benzene 0.0000028 4.76E-06 1.4E-06
1.2 Dichl ethy 0.0000015 2.55E-06 7.5E-07
</TABLE>
Page 1
<PAGE> 258
FARMER MODEL
No Cap - Construction 27.2m x 27.2m area source
<TABLE>
<CAPTION>
Conc. 50M Conc. 200M Conc. 900M
Emission Rate Downwind Downwind Down Wind
ug/m2 sec ug/m3 ug/m3 ug/m3
---------------------------------------------------------------------------------------
<S> <C> <C> <C> <C>
Vinyl Chloride 0.00012 0.000084 0.000018 3.6E-06
Chloroform 0.000049 3.43E-05 7.35E-06 1.47E-06
Methylene Chi 0.000051 3.57E-05 7.65E-06 1.53E-06
Trichloroethylene 0.000025 1.75E-05 3.15E-06 7.SE-07
Benzene 0.00027 0.000189 4.05E-05 8.1E-06
TCA 0.000015 1.05E-05 2.25E-06 4.5E-07
Ethyl Benzene 0.00016 0.000112 0.000024 4.8E-06
1.2 Dichl ethy 0.000089 6.23E-05 1.34E-05 2.67E-06
</TABLE>
FARMER MODEL
Developed Cap (Dry Built Density 1.5 g/cm3) - 167m x 167m area source
<TABLE>
<CAPTION>
Conc. 200M Conc. 900M
Emission Rate Downwind Down Wind
ug/m2 sec ug/m3 ug/m3
--------------------------------------------------------------------------------
<S> <C> <C> <C>
Vinyl Chloride 0.00000014 2.38E-07 7E-08
Chloroform 5.4E-08 9.18E-08 2.7E-08
Methylene Chi 5.6E-08 9.52E-08 2.8E-08
Trichloroethylene 2.7E-08 4.59E-08 1.35E-08
Benzene 0.0000003 5.1E-07 1.5E-07
TCA 1.6E-08 2.72E-08 8E-09
Ethyl Benzene 0.00000018 3.06E-07 9E-08
1,2 Dichl ethy 9.8E-08 1.67E-07 4.9E-08
</TABLE>
Page 2
<PAGE> 259
Thibodeaux Model
167m x 167m area source
<TABLE>
<CAPTION>
Emission Rate Conc. 200 Conc. 900M
ug/m2 sec Downwind Down Wind
ug/m3 ug/m3
--------------------------------------------------------------------------------
<S> <C> <C> <C>
Vinyl Chloride 0.00033 0.000561 0.000165
Chloroform 0.00016 0.000272 0.00008
Melhylene Chi 0.00017 0.000289 0.000085
Trichloroelhylene 0.000087 0.000148 4.35E-05
Benzene 0.00088 0.001496 0.00044
TCA 0.000053 9.01E-05 2.65E-05
Ethyl Benzene 0.0007 0.00119 0.00035
1.2 Dichl ethy 0.00032 0.000544 0.00016
</TABLE>
Page 3
<PAGE> 260
APPENDIX D
ICS COMPUTER OUTPUT
<PAGE> 261
SECTION -. GUIDELINE MODELS
IN UNAMAP (VERSION 6) JULY 86.
BOWMAN ENVIRONMENTAL ENGINEERING REV-6.2
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
<TABLE>
<S> <C>
CALCULATE (CONCENTRATION=1, DEPOSITION=2) ISW(1)= 1
RECEPTOR GRID SYSTEM (RECTANGULAR=1 OR 3, POLAR=2 OR 4) ISW(2)= 1
DISCRETE RECEPTOR SYSTEM (RECTANGULAR=1,POLAR=2) ISW(3)= 1
TERRAIN ELEVATIONS ARE READ (YES=1,NO=0) ISW(4)= 0
CALCULATIONS ARE WRITTEN TO TAPE (YES=1, NO=0) ISW(5)= 0
LIST ALL INPUT DATA (NO=0,YES=1,MET DATA ALSO=2) ISW(6)= 2
COMPUTE AVERAGE CONCENTRATION (OR TOTAL DEPOSITION)
WITH THE FOLLOWING TIME PERIODS:
HOURLY (YES=1,NO=0) ISW(7)= 1
2-HOUR (YES=1,NO=0) ISW(8)= 0
3-HOUR (YES=1,NO=0) ISW(9)= 0
4-HOUR (YES-1,NO=0) ISW(10)= 0
6-HOUR (YES=1,NO=0) ISW(11)= 0
8-HOUR (YES=1,NO=0) ISW(12)= 0
12-HOUR (YES=1, NO=0) ISW(13)= 0
24-HOUR (YES=1,NO=0) ISW(14)= 0
PRINT 'N'-DAY TABLE(S) (YES=1,NO=0) ISW(15)= 1
PRINT THE FOLLOWING TYPES Of TABLES WHOSE TIME PERIODS ARE
SPECIFIED BY ISW(7) THROUGH ISW(14):
DAILY TABLES (YES-1,NO-0) ISW(16)= 0
HIGHEST I SECOND HIGHEST TABLES (YES=1,NO=0) ISW(17)= 1
MAXIMUM 50 TABLES (YES=1, NO=0) ISW(18)= 0
METEOROLOGICAL DATA INPUT METHOD (PRE-PROCESSED-1,CARD-2) ISW(19)= 2
RURAL-URBAN OPTION (RU.=0,UR. MODE 1=1,UR. MODE 2=2,UR. MODE 3=3) ISW(20)= 0
WIND PROFILE EXPONENT VALUES (DEFAULTS-1,USER ENTERS-2,3) ISW(21)= 1
VERTICAL POT. TEMP. GRADIENT VALUES (DEFAULTS-1, USER ENTERS=2,3) ISW(22)= 1
SCALE EMISSION RATES FOR ALL SOURCES (NO=0,YES=0) ISW(23)= 0
PROGRAM CALCULATES FINAL PLUME RISE ONLY (YES=1,NO=0) ISW(24)= 1
PROGRAM ADJUSTS ALL STACK HEIGHTS FOR DOWNWASH (YES=2,NO=1) ISW(25)= 1
PROGRAM USES BUOYANCY INDUCED DISPERSION (YES=1,NO=2) ISW(26)= 1
CONCENTRA71ONS OWING CALM PERIODS SET = 0 (YES=1,NO=2) ISW(27)= 2
REG. DEFAULT OPTION CHOSEN (YES=1,NO=2) ISW(28)= 2
TYPE OF POLLUTANT TO BE MODELLED (1=S02,2=OTHER) lSW(29)= 2
DEBUG OPTION CHOSEN (1=YES,2=NO) ISW(30)= 2
NUMBER OF INPUT SOURCES NSOURC= 1
NUMBER Of SOURCE GROUPS (=0,ALL SOURCES) NGROUP= 0
TIME PERIOD INTERVAL TO BE PRINTED (=0,ALL INTERVALS) IPERD= 0
NUMBER Of X (RANGE) GRID VALUES NXPNTS= 9
NUMBER OF Y (THETA) GRID VALUES NYPNTS= 29
NUMBER Of DISCRETE RECEPTORS NXWYPT= 0
NUMBER OF HOURS PER DAY IN METEOROLOGICAL DATA NHOURS= 1
NUMBER Of DAYS 0f METEOROLOGICAL DATA NDAYS= 43
SOURCE EMISSION RATE UNITS CONVERSION FACTOR TK=.10000E+07
HEIGHT ABOVE GROUND AT WHICH WINO SPEED WAS MEASURED ZR= 10.00 METERS
LOGICAL UNIT NUMBER OF 14ETEOROLOGICAL DATA IMET= 5
ALLOCATED DATA STORAGE LIMIT= 43500 WORDS
REQUIRED DATA STORAGE FOR THIS PROBLEM RUN NIMIT= 2341 WORDS
</TABLE>
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
<PAGE> 262
(METERS/SEC)
1.54, 3.09, 5.14, 8.23, 10.80,
--- X-COORDINATES OF RECTANGULAR GRID SYSTEM ---
(METERS)
.0, 50.0, 100.0, 150.0, 200.0, 250.0, 300.0, 350.0, 400.0
--- Y-COORDINATES OF RECTANGULAR GRID SYSTEM ---
(METERS)
<TABLE>
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
.0, 50.0, 100.0, 150.0, 200.0, 250.0, 300.0, 350.0, 400.0, 450.0,
500.0, 550.0, 600.0, 650.0, 700.0, 750.0, 800.0, 850.0, 900.0, 950.0,
1000.0, 1050.0, 1100.0, 1150.0, 1200.0, 2000.0, 3000.0, 5000.0, 10000.0,
</TABLE>
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
--- SOURCE DATA ---
<TABLE>
<CAPTION>
EMISSION RATE TEMP. EXIT VEL.
TYPE=0,1 TYPE=0 TYPE=0
T W GRAMS/SECOND (DEG.K); (M/SEC); BLDG. BLDG. BLDG.
Y A NUMBER TYPE=2 BASE VERT.DIM HORZ.DIM DIAMETER HEIGHT LENGTH WIDTH
CE P K PART. GRAMS/SECOND X Y ELEV. HEIGHT TYPE=1 TYPE=1,2 TYPE=0 TYPE=0 TYPE=0 TYPE=0
ER E E CATS. *PER METER**2 (METERS) (METERS) (METERS) (METERS) (METERS) (METERS) (METERS) (METERS) (METERS) (METERS)
------------------------------------------------------------------------------------------------------------------------------------
<S><C> <C><C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
1 2 0 0 .10000E=01 .0 .0 .0 .00 .00 167.00 .00 .00 .00 .00
</TABLE>
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* SOURCE-RECEPTOR COMBINATIONS LESS THAN 001 METERS OR THREE BUILDING
HEIGHTS IN DISTANCE. NO AVERAGE CONCENTRATION IS CALCULATED *
- - RECEPTOR LOCATION - -
<TABLE>
<CAPTION>
X Y (METERS) DISTANCE
SOURCE OR RANGE OR DIRECTION BETWEEN
NUMBER (METERS) (DEGREES) (METERS)
--------------------------------------------------------------------------------
<S> <C> <C> <C>
1 50.0 .0 -4.25
1 100.0 .0 -9.11
1 .0 50.0 -4.25
1 50.0 50.0 -46.84
1 100.0 50.0 -56.88
1 150.0 50.0 -19.76
1 .0 100.0 -9.11
1 50.0 100.0 -56.88
1 100.0 100.0 -70.89
1 150.0 100.0 -25.70
1 50.0 150.0 -19.76
1 100.0 150.0 -25.70
1 150.0 150.0 -.17
</TABLE>
MET. DATA
DAY 1
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
<PAGE> 263
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.00 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 2
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 2 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.50 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 3
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 3 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 4
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 4 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 5
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 5 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
<S> <C> <C> <C> <C> <C> <C> <C> <C>
</TABLE>
<PAGE> 264
<TABLE>
<CAPTION>
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 6
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 6 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.00 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET DATA
DAY 7
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 7 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.50 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 8
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 8 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 9
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 9 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 10
<PAGE> 265
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 10 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 11
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 11 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 4.00 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 12
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 12 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 5.00 600.0 293.0 .0000 2 .0700 .000000e+00
</TABLE>
MET. DATA
DAY 13
--- RED CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 13 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 14
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
* METEOROLOGICAL DATA FOR DAY 14 *
<PAGE> 266
Table 4-3
ISC Model Exposure Point Air Concentrations
(ug/m3)
<TABLE>
<CAPTION>
THIBODEAUX MODEL FARMER MODEL
ALL SCENARIOS CURRENT CAP NO-CAP CONSTRUCTION DEVELOPED CAP
On/Near Site Off-Site On/Near Site Off-Site On-Site Near Site Off-Site On/Near-Site
200m 900m 200m 900m 0m 200m 900m 200m 400m
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Vinyl Chloride 5.60E-04 1.60E-04 3.60E-06 1.00E-06 8.00E-05 1.80E-05 4.60E-06 2.40E-07 7.00E-09
Cloroform 2.70E-04 8.00E-05 1.40E-06 4.10E-07 3.40E-05 7.30E-06 1.50E-06 9.20E-08 2.70E-08
Methylene Chloride 2.90E.04 8.50E-05 1.40E-06 4.20E-07 3.60E-05 7.60E-06 1.50E-06 9.50E-08 2.80E-08
Trichloroethylene 1.50E-04 4.30E-05 7.10E-07 2.10E-07 1.70E-05 3.70E-06 7.50E-07 4.60E-08 1.30E-08
Benzene 1.50E-03 4.40E-04 7.60E-06 2.20E-06 1.90E-04 4.00E-05 8.10E-06 5.10E-07 1.50E-07
1,1,1 Trichloroethan 9.00E-05 2.60E-05 4.20E-07 1.20E-07 1.00E-05 2.20E-06 4.50E-07 2.70E-08 8.00E-09
Ethyl Benzene 1.20E-03 3.50E-04 4.80E-06 1.40E-06 1.10E-04 2.40E-05 4.80E-06 3.00E-07 9.00E-08
1,2 Dichloroethylene 5.40E-04 1.60E-04 2.50E-06 7.50E-07 6.20E-05 1.30E-05 2.70E-06 1.70E-07 4.90E-08
</TABLE>
<PAGE> 267
RISK ASSESSMENT
PAGE 4-24
these values are contained in Appendix C and a copy of the ISC computer output
is contained in Appendix D. The exposure point concentrations are associated
with locations directly downwind from the identified source. Downwind distances
are measured from the upwind side of the area source (i.e. the downwind distance
includes the area source). Annual average concentrations are derived by
multiplying the predicted maximum 1-hour average concentration by 0.1 as
recommended in guidance provided by CAPCOA (1987).
Modeling has been performed for an area source which is one fourth of the mound
area (167m x 167m) both for the cap in its current condition, as well as for the
higher bulk density expected following development. A construction scenario
involving cap removal over a 8000 ft(2) area (27.2m x 27.2m) was also run.
Exposure point concentrations were calculated for a number of representative
downwind distances. The distances selected for calculating exposure point
concentrations for the larger area source associated with the current cap and
the developed cap are 200 and 900 meters. Based on a 167 meter square source,
these equate to downwind distances of 33 meters and 733 meters from the downwind
edge of the source. Depending on the location of the emitting area on the site,
33 meters downwind could be either on-site or immediately adjacent to the site,
while 733 meters would be near the center of the Redwood Shores development. The
modeling of the smaller area source for cap removal during construction permits
the prediction of exposure point concentrations at a shorter distance of 23
meters from the area source, as well as the other two distances used for the
larger area source.
4.5 ESTIMATED UPTAKE (DOSE)
The level of health risk associated with exposure to a chemical is always
related to the degree of uptake (amount absorbed into the blood and tissues).
For any route of exposure, the uptake, U, is the product of exposure, E, and the
absorption efficiency or bioavailability. A:
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Through a gas control feature such as the interceptor trench. The gas venting
features are to be installed beneath buildings, but still on top of the four
foot cap, or in the case of the interceptor trench, in the bay muds surrounding
the refuse fill. These gas venting features will therefore not be associated
with increased emissions since gases will still have to migrate through the cap
or the bay mud before they reach a gas vent.
4.3.3.1 On-Site Residents
Potential health risks will be quantified for residents that spend the majority
of their day on-site. This scenario is applicable only to the proposed plan
which include both residential and commercial structures. The analysis considers
the potential uptake of contaminants associated with the inhalation of airborne
emissions from the site.
4.3.3.2 On-Site Workers
As with on-site residents, potential health risks associated with airborne
emissions from the site will be quantified for occupants of the commercial
portion of the development. Risks will be quantified for eight-hour workplace
exposures. Such exposures will be evaluated for both the currently approved and
the proposed developments.
4.3.3.3 Off-Site Residents
Incremental health risks for off-site residents associated with the inhalation
of airborne contaminants originating from the site will be quantified for the
period following project completion. Long-term health risks for off-site
residents may decline as a result of project development, since completion of
the project will result in the establishment of a more dense and uniform cap
over the refuse fill areas
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and a reduced potential for off-site gas migration. These changes should result
in a reduction in site emissions over those currently taking place.
4.4 PREDICTION OF AIRBORNE CONCENTRATIONS OF CHEMICALS
Exposure point concentrations are necessary for predicting the potential uptake
of contaminants by exposed individuals. Inhalation of airborne contaminants
represents the principal exposure pathway of concern at this site. Contact with
contaminated groundwater is also addressed, and assumptions based on measured
contaminant levels in groundwater are used to characterize the potential risks
associated with this type of exposure.
Soil vapor sampling data is used in conjunction with soil vapor diffusion models
and air dispersion models to predict potential exposure point concentrations.
These exposure point concentrations are calculated to support the evaluation of
each of the scenarios described previously.
A number of gas control measures are planned to prevent the potential migration
of gases/vapors from the refuse fill areas. These measures will effectively
isolate the refuse fill area, making it the only potential source of air
emissions on the site.
Site-Specific Data
Sampling in the panhandle area of the site has largely indicated the absence of
the gases of concern. The panhandle contains the "oldest" refuse, has been
associated with only limited methane production in recent years, and has shown
no evidence of "Calderon gases", except at a levels similar to those detected in
the sample blanks. The panhandle is relatively low-lying and water was found
only a few feet below the surface. Therefore, the majority of the panhandle fill
is very likely saturated, with only a relatively small unsaturated zone beneath
the fill
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cap. The panhandle fill area is therefore not considered to be a potentially
significant source of gaseous emissions.
The mound area of the site has continued to be associated with methane
generation, and sampling has also indicated the presence of other volatile
compounds. The sampling has indicated that the compounds are not uniformly or
consistently present in the area. Vinyl chloride was detected in one well
sample, but subsequent sampling in the same well and in wells constructed
adjacent to it failed to detect vinyl chloride. The sampling performed to-date
tends to indicate the presence of volatiles in the mound fill area, and suggests
that they are present intermittently. For the purposes of this risk assessment,
potential health hazards will be quantified assuming that the various gases
detected during the sampling events are emitted from only a portion of the mound
surface at any one time.
The following sections address the prediction of airborne exposure point
concentrations of detected contaminants using soil vapor diffusion modeling to
estimate potential vapor emission rates, and air dispersion modeling to predict
potential exposure point concentrations.
4.4.1 VAPOR EMISSION MODELING
The transport of chemicals from landfills to the atmosphere is a complex process
and difficult to predict, since multiple factors influence the movement of
chemicals in the soil. The physical properties of the chemical (vapor pressure,
solubility, adsorption tendencies), physical properties of the soil matrix (bulk
density, porosity, fraction of organic carbon, moisture content), and
environmental factors (temperature, humidity, depth to the water table,
precipitation, and wind speed) all effect the emission of chemicals from soil.
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Modeling the transport of chemicals through the vadose (unsaturated) zone
typically considers only the dominant transport mechanism. Specifically, for
landfills with no internal gas generation, the dominant transport mechanism for
volatile, low solubility chemicals is vapor-phase diffusion. For landfills with
internal gas generation, movement by convection becomes a significant
controlling factor. The following sections discuss two different models which
will be employed in the analysis. The first, based on vapor phase diffusion, has
the advantage of being able to take into account the fact that site soils have a
high moisture content, and although not specifically applicable to the site
based on the fact that internal gas generation is occurring, the results can be
adjusted to account for gas generation. The second model is specifically
applicable to sites with internal gas generation, however it is based on a
factor that can not be readily measured in the field and its applicability to
sites with moist or wet soils, such as this one, is unknown.
4.4.1.1 Farmer's Vapor Diffusion Model
Farmer developed and validated a model for estimating the emission rate from
landfills without internal gas generation based on the controlling mechanism of
diffusion through soil (Farmer et al., 1978 & 1980). Chemical vapors originating
from waste sites move upward by molecular diffusion until the vapors reach the
air-soil interface. The model is used to predict the movement and steady-state
vapor loss rates of chemicals from landfills. Any model that assumes a
steady-state emission rate, i.e. that emissions are unchanging over time, is
generally conservative because it disregards decreases in soil contaminant
concentrations due to volatization, leaching, and/or biodegradation.
The Farmer Model is not directly applicable to landfills with internal gas
generation, however the modeling results can be adjusted to account for such
situations. Diffusion-based models such as Farmer's will tend to underestimate
emissions from sites with internal gas generation; to adjust for this
underestimation, the calculated emissions should be multiplied by a factor of
six (Shen, as cited in EPA, 1989).
The Farmer equation, derived to predict the rate of air emissions at steady
state through air-filled soil pores, as presented in the California Site
Mitigation Decision Tree Manual (DHS, 1986) is as follows:
Q = D(i)C(i) (P(A) 10/3 / P(T)(2)) (l/L) A
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where Q is the vapor flux from the soil surface (g/sec), D(1) is the vapor
diffusion coefficient in air (cm(2)/sec), P(A) is the soil air-filled porosity
(cm(3)/cm(3)), C(i) is the concentration of the volatilizing material in air at
the immediate vicinity of the waste (or in equilibrium with the waste)
(g/cm(3)). P(T) is the total soil porosity (cm(3)/cm(3)), L is the soil depth
(cm), and A is the surface area of the emitting soil cm(2). P(T) is calculated
using the following equation:
P(T) = 1 - B/P
were B is the dry soil bulk density (g/cm(3)) and P is the soil particle density
(assumed to be 2.65 g/cm(3)). P(A) is calculated:
P(A) = P(T) - (W)(B)/Wd
where W is the gravimetric soil water content fraction, B is again the dry soil
bulk density and Wd is the density of water (1 g/cm(3)).
Information needed for estimating the vapor flux includes soil porosity, bulk
density of the cover soil, thickness of the cover soil, soil moisture content,
concentration of the contaminant in soil gas and diffusion coefficient of the
component in air. Sampling data from the site and values from the literature are
the sources of this information.
The validity of the Farmer equation was experimentally verified for
hexachlorobenzene (HCB) using a simulated landfill and HCB-containing industrial
waste as the volatilizing material (Farmer et al., 1978 & 1980). The
steady-state vapor diffusion of HCB in soil was directly related to soil-air
filled porosity and, therefore, was greatly reduced by increased soil-water
content and increased soil bulk density. Since soil porosity is controlled
predominantly by soil compaction and soil water content, vapor flux can be
decreased by increasing the soil cover. For landfills, the control of vapor-loss
rate is within the soil i.e., volatilization is controlled more by the rate of
chemical movement to the soil surface than by the rate of air exchange over the
soil surface or other external factors.
The principal modeling factors that must be considered for each of the different
exposure scenarios in this assessment are the depth and physical characteristics
of the soil cap. The estimated emissions using this model are based on
characteristics of the cap as measured in the field (i.e. measured average wet
bulk density of 1.7 g/cm(3) and dry bulk density of 1.3 g/cm(3), average water
content of 32%, and assumed average depth of 4 feet). Changes in the emission
rate resulting from proposed site activities are associated with potential
temporary reductions in cap thickness or integrity during the construction
phase, and the quality of the final cap at project completion.
Under the site development scenario, potential increases in emissions would be
associated with cap removal or reduction. The theoretical emission rate
associated with such reductions are modeled by assuming a nominal cap thickness
of 2 centimeters, or essentially no cap. This is a relatively simplistic
approach, however, the approach permits the screening of potential hazards.
Upon completion of development, the bulk density of the soil is likely to be
increased due to the compaction of the cap resulting from the
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surcharging and construction activities. The bay mud and clay soils, upon
compaction. are conservatively estimated to reach dry bulk densities of 1.5
g/cm(3) for the occupancy scenario from its current dry bulk density of 1.3
g/cm(3).
Farmer's model is not as conservative as the one described in the following
section, in that it is likely to predict lover emission rates for the site since
it takes into account the high moisture content of the cap. Also, use of a
correction factor of 6 times the predicted emission rate to account for
convective flows associated with gas generation may not fully address the
potential convective effects depending on actual site biogas generation rates.
4.4.1.2 Thibodeaux Emission Model
Thibodeaux (1981, as cited in EPA, 1988a) developed a method for estimating
toxic vapor releases from co-disposal landfills (landfills containing toxic and
municipal waste). These facilities generate landfill gases because of their
considerable organic content. In these landfills, the upward movement
(convective sweep) of the landfill gas becomes the significant controlling
factor, greatly accelerating the upward migration and subsequent release to the
atmosphere of toxic constituents. Thibodeaux's work indicates that the effect of
the landfill gas is so great that both soil and gas phase diffusion essentially
become insignificant. The following equation is used to predict emissions:
E(iota) = C(iota)V(gamma)A
where E(iota) is the emission rate (g/sec). C(iota) is the concentration of the
compound in the soil pore spaces (g/cm(3)), V(gamma) is the mean landfill gas
velocity in the soil pore spaces (cm/sec), and A is the area of emissions
(cm(2)). The mean landfill gas velocity is not a factor that has been
established for this site. however Thibodeaux (1981, as cited in EPA.
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1988a) provides an average value of 1.63 x 10(-3) cm/sec for this factor. Also,
various site factors such as the presence of saturated soils will tend to reduce
the rate of volatile chemical release from landfills, and the degree to which
this model accurately reflects contaminant release rates at sites with moist or
wet soils is unknown.
The depth and characteristics of cap soils do not enter into the calculation of
emissions using this approach; the only site variables are contaminant
concentration and area of emissions. Therefore, the emissions predicted by this
model do not change for the various scenarios identified for the site. Use of
this model should represent a very conservative approach to the estimate of
emissions, in that it is believed that actual site emissions are
more-than-likely lower than those predicted using this approach.
4.4.1.3 Vapor Emission Estimates
Emission rates are calculated using both of the previously described approaches
based on the geometric mean concentrations of the chemicals detected in soil gas
during field sampling (previously presented in Table 2-1). The geometric mean is
used as a measure of site contaminants since it has been demonstrated that data
from environmental sampling is generally log-normally distributed, and the
geometric mean is the best estimate of the central tendency (average) of such
distributions (NIOSH, 1977). The geometric means were calculated based primarily
on the McLaren (1989) field sampling and analytic data. The McLaren
investigations had substantially lower detection limits for soil vapor than the
previous sampling. Use of only the sampling data with these lower detection
limits allows for a more accurate representation of potential concentrations. In
addition, the single sample taken by Tejima and Associates. Inc. (1988b) in
which vinyl chloride was detected in the mound area of the site in October of
1988 was included in the calculation of the geometric mean for vinyl chloride.
In the case of analytic non-detects for compounds
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detected in any of the McLaren sampling events, one-half the limit of detection
of the analysis vas used in the calculation of the geometric mean.
Emission rates have been calculated for each of the compounds detected at the
site using both of the identified models. The emission estimates in Table 4-1
are the basis for air dispersion modeling which is used to predict exposure
point concentrations for the populations of interest. Scenario-specific emission
rates are provided for the Farmer model. Changes in the cap do not change
emission estimates from the Thibodeaux model, therefore, only a single emission
estimate is provided. The spread sheet calculations identifying each of the
variables used to calculate these emission estimates are included in Appendix C.
4.4.2 AIR DISPERSION MODELING
The assessment of potential health risks for this site requires the prediction
of exposure point concentrations both at the site of the emissions as well as
off-site. The approach to predicting on-site and off-site contaminant
concentrations is addressed in the following sections.
4.4.2.1 On-Site Dispersion Modeling
No widely accepted approach to the modeling of on-site air concentrations
currently exists. There are a variety of methods and model adaptions that can be
used to predict on-site concentrations. Some of the approaches, generally those
easiest to apply, are overly simplistic and result in considerable
over-estimation of actual concentrations. However. these simplistic models can
be used as screening tools to determine whether more complex modeling is
necessary.
<PAGE> 276
TABLE 4-1
SOIL VAPOR EMISSION ESTIMATES
(g/cm2-sec)
<TABLE>
<CAPTION>
Compound Thibodeaux Model
All Scenarios Current Cap No-Cap Developed Cap
--------------------------------------------------------
<S> <C> <C> <C> <C>
Benzene 8.80E-14 4.50E-16 2.70E-14 3.00E-17
Methylene Chloride 1.70E-14 8.50E-17 5.10E-15 5.60E-18
Chloroform 1.60E-14 8.20E-17 4.90E-15 5.40E-18
Trichloroethene 8.70E-15 4.20E-17 2.50E-15 2.70E-18
1,1,1 Trichloroethane 5.30E-15 2.50E-17 1.50E-15 1.60E-18
Ethyl Benzene 7.00E-14 2.80E-16 1.60E-14 1.80E-17
1,2 Dichloroethene 3.20E-14 1.50E-16 8.90E-15 9.80E-18
Vinyl Chloride 3.30E-14 2.10E-16 1.20E-14 1.40E-17
</TABLE>
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PAGE 4-19
One of the simplest approaches to the prediction of on-site concentrations is
the use of what is commonly called a "box" model. A box model typically uses the
concept of a theoretically enclosed space or box over the area of interest. The
model assumes the emission of compounds into the box with their removal based on
wind speed (such as annual average wind speed for the site). Airborne
concentrations for this enclosed space can then be calculated and used as the
on-site exposure point concentration. The box model fails to fully take into
account the various processes of dispersion and may lead to the prediction of
relatively high exposure concentrations even at relatively small emission rates.
The exposure concentration in the theoretical box is calculated using the
following equation:
Box Concentration (ug/m(3)) = (F x A)/(u x h)
Where:
F = Flux rate of chemical of concern (ug/m(2) sec)
A = Emission area (m(2))
u = Wind speed (m/sec)
h = Box cross-sectional area (m(2))
Since the sampling data do not indicate the uniform presence of volatile
compounds throughout the entire refuse fill area, it will be assumed that only a
portion of the mound area is likely to emit compounds at any one time. The
dimensions of the entire mound area are approximately 365 meters by 365 meters
for a total area of 133,225 m(2). For the purposes of this assessment, it was
assumed that approximately one quarter of the mound area with the dimensions of
167m by 167m would emit the compounds of concern at any one time. The wind speed
is assumed to average 3 meters per second (average wind speeds at the San
Francisco, Oakland, and San Jose airports all exceeded 3 meters per second for
multiple year averaging
<PAGE> 278
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PAGE 4-20
periods), the height of the box is the approximate height of a person (2 m), and
the side of the box is the dimension of the mound area (365 m).
The exposure point (on-site) concentration estimates based on the above
assumptions using a box model are summarized in Table 4-2 for both the Farmer
and Thibodeaux emission estimates. The table includes scenario-specific
predictions of on-site airborne concentrations. Spread-sheets used to calculate
these concentrations are contained in Appendix C.
The construction scenario assumes the removal of 8000 ft(2) of the cap for a one
month period. In the case of this cap removal, increased emissions are assumed
to occur over an 8000 sq ft (750m(2)) area in addition to those assumed for the
undisturbed cap. The predicted concentrations from these two sources of
emissions should be summed to predict the total box concentration.
The table also includes a scenario for the occupancy phase for both the proposed
plan and the currently approved plan. The occupancy scenario again assumes a
167m by 167m emission area (one fourth of the mound area), however, for the
currently approved plan it is assumed that a 6m(2) area is emitting at the
higher rates associated with no cap to account for the presence of 65 pilings (1
ft(2) each) in the mound area of the site. The predicted concentrations from the
two sources have been summed in the table for the Approved Plan exposure point
concentration. The proposed plan involves the placement of pilings only in the
panhandle area which was not found to contain significant amounts of the
compounds of concern in soil vapor during field sampling. Therefore, no
adjustment for cap penetrating structures is made for the proposed plan.
4.4.2.2 On-Site, Near-Site, and Off-Site Dispersion Modeling
There are a number of widely accepted models available for the prediction of
airborne contaminant concentrations at some distance from the source
<PAGE> 279
Table 4-2
Box Model On-Site Exposure Point
Air Concentrations
(ug/m3)
<TABLE>
<CAPTION>
THIBODEAUX MODEL FARMER MODEL
Current No-Cap Approved Proposed
All Scenarios Cap Construction Plan Plan
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 4.20E-03 2.70E-05 4.10E-05 2.10E-06 1.80E-06
Chloroform 2.00E-03 1.00E-05 1.70E-05 8.20E-07 6.90E-07
Methylene Chloride 2.20E-03 1.10E-05 1.70E-05 8.50E-07 7.10E-07
Trichloroethylene 1.10E-03 5.30E-06 8.60E-06 4.10E-07 3.40E-07
Benzene 1.10E-02 5.70E-05 9.20E-05 4.60E-06 3.80E-06
1,1,1 Trichloroethane 7.00E-04 3.20E-06 5.10E-06 2.40E-07 2.00E-07
Ethyl Benzene 8.90E-03 3.60E-05 5.50E-05 2.70E-06 2.30E-06
1,2 Dichloroethylene 4.10E-03 1.90E-05 3.00E-05 1.50E-06 1.20E-06
</TABLE>
<PAGE> 280
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PAGE 4-22
of emissions. A model that is routinely used on projects of this nature, and has
been accepted for use by the Bay Area Air Quality Management District (BAAQMD)
and EPA is the industrial source complex short-term (ISCST) dispersion model.
The ISCST model is a steady-state dispersion model designed to estimate the
distribution of pollutants emitted by industrial sources. The model uses hourly
meteorological data to compute maximum average hourly vapor concentrations at
specified receptor locations on a grid. These hourly concentrations are then
used to compute averages for other time intervals. The model can address
emissions classified into the general categories of point, area and volume
sources.
For the purposes of this assessment, the ISC model was run for a theoretical
area source located on the mound area of the site. Again. it was assumed that
only a portion of the mound area was likely to emit compounds at any one time.
It was assumed that approximately one quarter of the mound area with the
dimensions of 167m by 167m would emit the compounds of concern at any one time.
The model was also run for a source approximately 27m by 27m to address
potential emissions during construction activities involving the removal of 8000
ft(2) of the cap. A unit emission rate value (.O1 g/m(2)-sec) was input to the
model to permit a single modeling run for each area source and the predicted
exposure point concentrations were then scaled for each of the chemicals based
on the predicted soil emission rate for the chemical. Default meteorologic
values (49 combinations of wind speed and atmospheric stability), which
generally lead to the over-estimation of potential concentrations, were used for
the modeling, since discussions with BAAQMD indicated the absence of acceptable
yearly meteorological data for this Redwood City site. The use of such default
values leads to conservative estimates of dispersion, and generally higher than
expected exposure estimates (as much as ten times higher).
The predicted exposure point concentrations using the ISC model are summarized
in Table 4-3. The calculation spread sheets used to calculate
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U = E x A
Dose calculations are performed for each of the identified exposure scenarios.
The exposure scenarios involve inhalation exposure and dermal exposure. The
following sections describe the approach to calculating dose for these exposure
routes.
4.5.1 INHALATION DOSE
For gaseous pollutants, inhalation is usually the primary route of exposure.
Chemicals in the gas phase usually dissolve rapidly in either the membranes of
the cells forming the respiratory tract or in the aqueous film that overlies
these cells. For this reason, absorption of gases in the lungs is highly
efficient and is usually about 65 to 90 percent (Piotrowski, 1972). For the
purposes of this assessment, an absorption efficiency or inhalation
bioavailability of 100 percent is conservatively assumed for all gases and
vapors.
The following equation identifies the relevant factors in the calculation of
daily dose through the inhalation route of exposure:
Dose = (Air] x (10(-3) mg/ug) x (BR) x (b)
-----------------------------------
WT
Where:
Dose = Dose received through the inhalation route (mg/kg-day)
[Air] = Exposure point air concentration (ug/m(3))
10(-3) = Conversion factor, ug/mg
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BR = Breathing rate (20 m(3)/day, 15 m(3)/workday)
b = Bioavailability (100%)
VT = Human body weight (70 kg)
The estimate of average daily dose could be further adjusted to yield more
realistic results by incorporating some of the following assumptions:
o Assume fill area is emitting only six months out of each year to account for
variable nature of releases and reduced flux rates associated with low
temperatures and increased moisture from rainfall during the winter months.
o Assume that the average period of residency for on-site and offsite
populations is 10 years and that the average length of a job is 7 years. This
assumption is consistent with the EPA's approach to estimating human exposures
to formaldehyde (USEPA, 1987).
o Assume more realistic (lower) worker breathing rate since facilities will
employ white collar workers who do not perform physical labor requiring higher
respiratory volumes.
Some of these factors are incorporated in the presentation of worst-case and
typical-case risks in Section 5.
4.5.1.1 Dose Calculation for Gases/Vapors
The predicted doses calculated using the equation from the previous section are
summarized in Tables 4-4 and 4-5. These dose estimates are based on the exposure
point concentrations predicted by the box model and ISC model presented in
Tables 4-2 and 4-3. The predicted doses for the identified exposure points
assume a 24 hour presence at the exposure point. Again, these predicted doses
are likely to exceed any actual dose
<PAGE> 283
Table 4-4
Predicted Inhalation Dose
24 Hour Exposure
Using Box Model Exposure Point Concentrations
(mg/kg-day)
<TABLE>
<CAPTION>
THIBODEAUX MODEL FARMER MODEL
Current No-Cap Approved Proposed
All Scenarios Cap Construction Plan Plan
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 1.20E-06 7.71E-09 1.17E-08 6.00E-10 5.14E-10
Chloroform 5.71E-07 2.86E-09 4.86E-09 2.34E-10 1.97E-10
Methylene Chloride 6.29E-07 3.14E-09 4.86E-09 2.40E-10 2.03E-10
Trichloroethylene 3.14E-07 1.51E-09 2.46E-09 1.17E-10 9.71E-11
Benzene 3.14E-06 1.63E-08 2.63E-08 1.31E-09 1.09E-09
1,1,1 Trichloroethane 2.00E-07 9.14E-10 1.46E-09 6.86E-11 5.71E-11
Ethyl Benzene 2.54E-06 1.03E-08 1.57E-08 7.71E-10 6.57E-10
1,2 Dichloroethylene 1.17E-06 5.43E-09 8.57E-09 4.29E-10 3.43E-10
</TABLE>
<PAGE> 284
Table 4-5
Predicted Inhalation Dose
24 Hour Exposure
Using ISC Model Exposure Point Concentrations
(mg/kg-day)
<TABLE>
<CAPTION>
THIBODEAUX MODEL FARMER MODEL
ALL SCENARIOS CURRENT CAP NO-CAP CONSTRUCTION DEVELOPED CAP
On/Near On/Near On/Near
Site Off-Site Site Off-Site On-Site Near Site Off-Site Site Off-Site
200m 900m 200m 900m 50m 200m 900m 200m 900m
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Vinyl Chloride 1.60E-07 4.57E-08 1.03E-09 2.86E-10 2.29E-08 5.14E-09 1.03E-09 6.86E-11 2.00E-11
Chloroform 7.71E-08 2.29E-08 4.00E-10 1.17E-10 9.71E-09 2.09E-09 4.29E-10 2.63E-11 7.71E-12
Methylene Chloride 8.29E-08 2.43E-08 4.00E-10 1.20E-10 1.03E-08 2.17E-09 4.29E-10 2.71E-11 8.00E-12
Trichloroethylene 4.29E-08 1.23E-08 2.03E-10 6.00E-11 4.86E-09 1.06E-09 2.14E-10 1.31E-11 3.71E-12
Benzene 4.29E-07 1.26E-07 2.17E-09 6.29E-10 5.43E-08 1.14E-08 2.31E-09 1.46E-10 4.29E-11
1,1,1 Trichloroethane 2.57E-08 7.43E-09 1.20E-10 3.43E-11 2.86E-09 6.29E-10 1.29E-10 7.71E-12 2.29E-12
Ethyl Benzene 3.43E-07 1.00E-07 1.37E-09 4.00E-10 3.14E-08 6.86E-09 1.37E-09 8.57E-11 2.57E-11
1,2 Dichloroethylene 1.54E-07 4.57E-08 7.14E-10 2.14E-10 1.77E-08 3.71E-09 7.71E-10 4.86E-11 1.40E-11
</TABLE>
<PAGE> 285
RISK ASSESSMENT
PAGE 4-29
received since they do not account for normal activities (less than 24 hour
presence) that would substantially reduce exposures at the site.
4.5.2 DERMAL DOSE
Although dermal contact is not expected to represent a significant route of
exposure, a simple calculation of potential dose may be performed for
construction workers who could potentially contact contaminated groundwater
during excavation or trenching activities.
The amount of a chemical that a person may absorb due to dermal contact with
contaminated environmental media depends on the following factors:
o Chemical concentration in water,
o Quantity of media in contact with skin,
o Skin surface area contacted,
o Frequency of exposure
o Duration of exposure, and
o Bioavailability of the chemical.
The following equation identifies the relevant factors in the calculation of
dose through the dermal route of exposure:
Dermal Dose = Chemical x (10(-3) mg/ug) x (Area) x ET x DAR
-------------------------------------------
WT
Where:
Dermal Dose = Dose received by dermal absorption of
contaminants in water (mg/kg)
[Water) = Concentration of chemical in water (ug/g,
or ppm x 10(-6)
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RISK ASSESSMENT
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10(-3) mg/ug = Conversion factor.
Area = Average exposed skin surface area (cm(2))[an
average total body skin surface area is 17,535
cm(2) (Snyder, et al., 1975)]
ET = Exposure time (minutes)
DAR = Dermal absorption rate (ug/cm(2)-min)
WT = Average human body weight (70 kg)
Table 4-6 identifies the maximum detected concentrations of chemicals in shallow
groundwater from the site (Levine-Fricke, 1989a, and McLaren 1989). Ideally, the
potential dose from dermal contact with each of these compounds based on a
typical concentration in the shallow ground water would be evaluated. However,
the needed values relative to uptake rates and acceptable levels of exposure or
cancer potency are available for only a few of the compounds. Therefore, an
alternative is to examine representative compounds and infer the potential
health impacts from exposure to multiple compounds. For the purposes of this
assessment, ethylbenzene, a non-carcinogenic compound which was detected in the
highest concentration of all the compounds present, and benzene, a carcinogenic
chemical will be evaluated.
4.5.2.1 Dose Calculation for Dermal Contact
The scenario used to evaluate potential hazards from dermal contact with
groundwater assumes that a worker falls waist-deep (contact with one-half the
total skin area) into a trench with groundwater contaminated at the maximum
detected levels, once a week, throughout an anticipated three
<PAGE> 287
TABLE 4-6
MAXIMUM DETECTED SHALLOW GROUNDWATER CONTAMINANT CONCENTRATIONS
(VOLATILE ORGANICS, SEMI-VOLATILE ORGANICS, AND PESTICIDES)
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------
Compound Source Concentration
(well) (ppm)
-----------------------------------------------------------------------------------
<S> <C> <C>
*Acetone UGP-2 0.022
*Benzene P-1A 0.039
*Ethylbenzene WQ-4 2.9
*Toluene P-4 0.28
*1, 4-Dichlorobenzene P-1A 2.9
Bis (2-chloroisopropyl)ether S-4A 0.08
*Xylene P-1A 0.22
2-Methylphenol S-4A 0.07
4-Methylphenol S-4A 0.015
Isophorone S-4A 0.015
2, 4-Dimethylphenol P-1A 0.1
Naphthalene P-1A 0.11
4-chloro-3-methylphenol S-4A 0.03
2-Methylnaphthalene S-4A 0.09
Acenaphthene S-4A 0.02
Dibenzofuran S-4A 0.03
*Bis (2-ethylhexyl)phthalate P-24 0.31
*Perchloroethylene P-1A 0.097
Arochlor-1248 S-5 0.075
Gamma-BHC S-4A 0.00008
Delta-BHC K-4 0.0001
Beta-BHC K-4 0.00027
Heptachlor S-5 0.0014
Aldrin K-4 0.00012
Heptachlor Epoxide K-4 0.0002
Endosulfan I K-4 0.00023
4, 4'-DDE K-4 0.00035
Dieldrin K-4 0.00019
Endrin K-4 0.00021
4,4'-DDD K-4 0.00026
Endosulfan II K-3 0.00023
4,4'-DDT K-4 0.00048
Endrin Aldehyde P-7 0.0004
Endosulfans sulfate S-4A 0.00008
-----------------------------------------------------------------------------------
</TABLE>
Note: All values from McLaren (1989) groundwater sampling except those noted
with an asterisk (*), which are Levine Fricke (1989a) values.
<PAGE> 288
RISK ASSESSMENT
PAGE 4-32
month construction period, and that the water remains in contact with the skin
for one hour during each episode with a constant contaminant concentration. The
scenario therefore assumes that no protective clothing is worn. The dermal
absorption rate to be used in the analysis is one of the highest rates
identified for all of the listed compounds. which is for perchloroethylene. The
factors used in the calculation of dose per episode are as follows:
(Chemical) = Benzene = 0.039 ppm
Ethybenzene - 2.9 ppm
area = 8768 cm(2)
ET = 60 minutes
DAR = 4 ug/cm(2)-min (Tsuruta, 1982)
WT = 70 kg
The calculated dose per episode for benzene is 1.2 x 10(-6) mg/kg and 8.7 x
10(-5) mg/kg ethylbenzene. Assuming twelve episodes (once a week for 3 months)
the average daily lifetime (70 years) doses are as follows:
Benzene = 5.6 x 10(-10) mg/kg-day
Ethylbenzene = 4 x 10(-8) mg/kg-day
The potential health impacts associated with identified dose levels will be
characterized in Section 5.
<PAGE> 289
RISK ASSESSMENT
PAGE 5-1
5.0 RISK CHARACTERIZATION
This section of the risk assessment provides a quantitative and qualitative
summary of the health risks posed to the populations of concern by contaminants
from the refuse fill area for each of the identified exposure scenarios. This
section also addresses the potential for site related contaminants to impact the
aquatic environment of Belmont Slough. The risk characterization addresses both
non-carcinogenic and carcinogenic health effects. Carcinogenic health risks
are also put into perspective as to their meaning and interpretation.
5.1 NON-CARCINOGENIC HEALTH EFFECTS
Non-carcinogenic health effects are usually discussed in terms of: 1) potential
acute effects that result from very short-term exposures to high levels of
contaminants, and 2) chronic exposures that occur over long periods of time. As
discussed in Section 4.3.2, the only group that has been identified as having
the potential for experiencing acute exposures is the construction worker in a
confined space entry situation. It is assumed that appropriate work practices
will be implemented to eliminate or mitigate such acute exposures. Therefore,
this section addresses health risks associated with chronic exposures.
To aid in readily evaluating the general acceptability of a particular dose or
concentration relative to a reference limit, the data will be presented using
the "margin of safety" approach. The margin of safety is the ratio of the
reference limit to the calculated dose or concentration:
Margin of Safety (MOS) = Reference Limit (RfD or TLV)
-------------------------------
Predicted Dose or Concentration
The greater the difference between the reference limit and the predicted uptake
or exposure, i.e. dose or concentration, the greater the margin of
<PAGE> 290
RISK ASSESSMENT
PAGE 5-2
safety, and therefore the greater the degree of protection. An MOS greater than
one indicates that the predicted exposure is acceptable. The larger the MOS. the
less sensitive the conclusions regarding the acceptability of an exposure are
to changes in any of the assumptions used to predict the dose or concentration.
In the case where individual chemicals potentially act on the same organs or
result in the same health endpoint, additive effects will be addressed. One
method of evaluating such additive effects is the use of an approach that
involves the calculation of a hazard index. The hazard index is calculated as
follows:
Hazard Index = Predicted Dose a + Predicted Dose b + etc.
----------------- -----------------------
Reference Limit a Reference Limit b
A hazard index less-than-or-equal-to one is indicative of acceptable levels of
exposure for chemicals having an additive effect. Predicting the total hazard by
summing the hazard ratio for each of the chemicals will tend to over-estimate
the actual health effect and is considered to be a gross screening approach to
the issue of additive effects.
Non-carcinogenic health effects are characterized for both occupational
exposures and non-occupational exposures, since occupational exposures are
regulated differently than exposures experienced by the general public.
5.1.1 OCCUPATIONAL EXPOSURES
The exposure scenarios identified two routes of occupational exposure that are
of potential concern. The routes are inhalation for construction and office
workers, and dermal contact with groundwater for construction
<PAGE> 291
RISK ASSESSMENT
PAGE 5-3
workers. The potential health risks associated with these two routes of exposure
are addressed by the following sections.
5.1.1.1 Inhalation Exposures
The acceptability of potential inhalation exposures of chemicals by workers can
be evaluated directly by comparing the predicted airborne exposure point
concentration to the Threshold Limit Value (TLV) for the compound. As discussed
in Section 3.1, the TLV represents an airborne concentration to which workers
may be exposed daily without adverse effect and which is the principal basis for
OSHA's regulatory limits.
Two occupational groups have been identified in the exposure scenarios described
in Section 4.3. These two groups are construction workers present during site
development and office workers that would occupy the commercial portion of the
development following project completion.
Predicted exposure point concentrations for the various scenarios and models
were presented in Tables 4-2 and 4-3. The concentrations predicted by the box
model and the ISC model for the on-site scenario represent onsite exposure
concentrations that can be compared directly to the TLVs (Table 3-1) to
establish their acceptability for on-site workers. None of the predicted
exposure point concentrations for any of the various scenarios using the
identified models exceed the TLVs for the compounds. Table 5-1 compares the
predicted airborne concentrations using the most conservative combinations of
models (i.e. Thibodeaux model for emissions estimation and the box model for
dispersion) to the acceptable occupational exposure concentrations as defined by
the TLV. In all cases the predicted exposures are millions of times lower than
those considered acceptable in the occupational setting. On the basis of this
worst-case analysis, site construction workers and office workers should not
experience adverse non-carcinogenic health effects due to airborne volatile
organic compounds from the site.
<PAGE> 292
Table 5-1
Evaluation of Potential
Worst-Case Occupational Exposures
<TABLE>
<CAPTION>
THRESHOLD LIMIT EXPOSURE POINT
VALUE CONCENTRATION(1)
CHEMICAL (mg/m3) (mg/m3) MARGIN OF SAFETY
<S> <C> <C> <C>
Vinyl Chloride 10 0.0000042 2.38E+06
Chloroform 50 0.000002 2.50E+07
Methylene Chloride 175 0.0000022 7.95E+07
Trichloroethylene 270 0.0000011 2.45E+08
Benzene 30 0.000011 2.73E+06
1,1,1 Trichloroethane 1900 0.0000007 2.71E+09
Ethylbenzene 435 0.0000089 4.89E+07
1,2 Dichloroethylene 790 0.0000041 1.93E+08
</TABLE>
Note:
1) Predicted exposure point concentration using most conservative approach;
Thibodeaux model for emissions estimate and box model for dispersion.
<PAGE> 293
RISK ASSESSMENT
PAGE 5-5
5.1.1.2 Dermal Exposures
Potential non-carcinogenic health effects associated with dermal exposures can
be evaluated by comparing the calculated dose per episode to the EPA Reference
Dose (RfD) for chronic exposure identified in Table 3-1. The RfD, as identified
and discussed in Section 3.1 represents the daily dose of a chemical to which a
person may be exposed for a lifetime without appreciable adverse
(non-carcinogenic) effect. Although these RfDs were not specifically developed
for the dermal routs of uptake, the oral RfD will be used to evaluate the
potential adverse health impacts associated with dermal exposure. The RfDs cited
are for chronic exposure. Much less stringent limits would normally be applied
for intermittent, short-term or subchronic exposures. Therefore, use of this
approach will greatly over-state any actual health impacts. The RfDs, predicted
doses (from Section 4.5.1.1) and MOS are as follows:
<TABLE>
<CAPTION>
RfD Dose
(mk/kg-day) (mg/kg - episode) MOS
----------- ----------------- ---
<S> <C> <C> <C>
Benzene 0.0007 1.2 x 10(-6) 5.8 x 10(2)
Ethylbenzene 0.1 8.7 x 10(-5) 1.1 x 10(3)
</TABLE>
The predicted exposures associated with the dermal contact scenario with
contaminated groundwater are well below the chronic Rfd, having margins of
safety of over one hundred. These two compounds were selected to be
representative of the potential health hazards for a number of compounds in the
groundwater. Therefore, based on this very simplistic and highly conservative
approach an individual could be exposed to at least one hundred times more, or
one hundred other compounds at similar concentrations and toxicity without
experiencing adverse non-carcinogenic health effects. No adverse
non-carcinogenic health effects are therefore expected to be associated with
incidental contact with groundwater from the site.
<PAGE> 294
RISK ASSESSMENT
PAGE 5-6
5.1.2 NON-OCCUPATIONAL EXPOSURES
Characterization of chronic non-carcinogenic health risks for non-occupational
exposures involves the comparison of the calculated average daily dose for each
of the compounds of concern to the EPA Reference Dose (RfD) for chronic exposure
identified in Table 3-1.
Non-occupational exposure scenarios identified in Section 4.3 address impacts to
off-site populations for the no-action, site construction, and site occupancy
alternatives and on-site populations for the site occupancy alternative. These
scenarios are associated with near-site and off-site exposures since the mound
area (which is considered on-site relative to volatile emissions) will not have
any residential development. Near site and off-site-predictions of inhalation
dose associated with 24-hour exposures using the ISC dispersion model were
summarized in Table 4-5. Table 5-2 compares the predicted inhalation doses using
the most conservative combination of model and exposure scenario, i.e.
Thibodeaux model for emissions estimation and near-site location, to the RfD for
each of the compounds of concern. Table 5-2 also includes the Margins-of-Safety
for each of the compounds and the Hazard Index.
In all cases the predicted exposures are at least one thousand times lower than
those considered acceptable as defined by the RfD. Assuming the effects of each
of the chemicals are additive, the hazard index is substantially below one,
indicating that the cumulative exposures are acceptable. On the basis of this
worst-case analysis, on-site and off-site residents should not experience
unacceptable levels of exposure (relative to non-carcinogenic health impacts) to
airborne volatile organic compounds from the site for any of the identified
exposure scenarios.
<PAGE> 295
TABLE 5-2
NON-CARCINOGENIC HEALTH EFFECTS
WORST-CASE NON-OCCUPATIONAL EXPOSURE
<TABLE>
<CAPTION>
REFERENCE DOSE PREDICTED
RFD DOSE (1)
CHEMICAL (mg/kg/day) (mg/kg/day) MARGIN OF SAFETY
-------- ----------- ----------- ----------------
<S> <C> <C> <C>
Vinyl Chloride NA 1.60E-07
Chloroform 0.01 7.70E-08 1.30E+05
Methylene Chloride 0.06 8.29E-08 7.24E+05
Trichloroethylene 0.007 4.29E-08 1.63E+05
Benezene 0.0007 4.29E-07 1.63E+03
1,1,1 Trichloroethane 3 2.57E-08 1.17E+08
Ethylbenzene 0.1 3.43E-07 2.92E+05
1,2 Dichloroethylene 0.02 1.54E-07 1.30E+05
</TABLE>
Hazard Index = 6.39E-04
Note:
1) Predicted dose from 24 hour exposure using most conservative approach;
Thibodeaux model for emissions estimate and on/near site location.
<PAGE> 296
RISK ASSESSMENT
PAGE 5-8
5.2 CARCINOGENIC HEALTH RISK
As discussed in Section 3.2, carcinogenic health risks are defined in terms of
probability, i.e. the probability of an individual developing cancer as the
result of exposure to a given chemical at a given concentration. The incremental
probability of developing cancer is based on the average lifetime daily dose,
i.e. the total incremental dose of the compound received as a result of the
project or activity of interest averaged over a 70 year lifetime. Once the
average lifetime daily dose has been calculated, the cancer risk can be
calculated as follows:
Cancer Risk = Dose x CPF
Where:
Dose = Average lifetime daily dose of chemical
(mg/kg-day)
CPF = Cancer potency factor for chemical
(1/(mg/kg-day))
A conservative approach to addressing the additivity of the effect of individual
compounds is to directly add the individual cancer risks for each compound. This
approach is likely to over-state the actual risk since different compounds
generally have different mechanisms of action and target organs relative to
carcinogenesis.
The potential health risks can be characterized for the various exposed
populations identified in Section 4 by constructing a typical-case and a
worst-case exposure condition consistent with EPA's proposed guidelines on
Exposure-Related Measurements for Risk Assessments (U.S. EPA, 1988b). A
legitimate use of worst-case scenarios is to determine if the theoretical health
risk, even at an extreme exposure level, is low enough
<PAGE> 297
RISK ASSESSMENT
PAGE 5-9
to dismiss concern for site-related health risks. The worst-case approach is not
appropriate for proving that there in fact exists a concern in a real
population. The typical and worst-case scenarios for which cancer risks are
calculated involve the use of the following modeling results and exposure
assumptions:
No-Action - Current Health Impacts
Off-Site Residents
Worst-Case: Thibodeaux and ISC modeling results for
on/near-site location assuming 24 hour exposure
for 70 years.
Typical-Case: Range of predicted risk using Thibodeaux,
Farmer, and ISC modeling results for
on/near-site and off-site for current cap
assuming that the average period of residency is
10 years (This assumption is consistent with the
EPA's approach to estimating human exposures to
formaldehyde (USEPA, 1987)) for 16 hours every
day (equates to approximately 1/10 the dose or
risk for 24-hour/day, 70 year exposure).
Construction - Site Development
Construction Worker
Worst-Case: Inhalation dose associated vith 2000 hours (one
year of work) of exposure assuming 15m(3)
inhaled daily based on Thibodeaux and box models
(equates to approximately 1/100 the dose or risk
for 24-hour/day, 70 year exposure).
Typical-Case: Not presented.
<PAGE> 298
RISK ASSESSMENT
PAGE 5-10
Off-Site Resident
Worst-Case: Thibodeaux and ISC modeling results for
on/near-site location assuming 24 hour exposure
for 70 years (same as no-action).
Typical-Case: Quantify increased risk for one-month cap
removal using Farmer and ISC models for near
site.
Project Occupancy
On-Site Resident
Worst-Case: Thibodeaux and ISC modeling results for
on/near-site location assuming 24 hour exposure
for 70 years (same as no-action).
Typical-Case: Range of predicted risk using Thibodeaux,
Farmer, and ISC modeling results for
on/near-site for developed cap assuming that the
average period of residency is 10 years and
exposure is for 16 hours every day (equates to
approximately 1/10 the dose or risk for
24-hour/day, 70 year exposure).
On-Site Workers
Worst-Case: Thibodeaux and box modeling results for 40 hours
per week, 50 weeks per year for 45 years and
lOm(3) inhaled per workday (equates to
approximately 1/3 the dose or risk for
24-hour/day, 70 year exposure).
<PAGE> 299
RISK ASSESSMENT
PAGE 5-11
Typical-Case: Range of predicted risk using Thibodeaux,
Farmer, and ISC modeling results for
on/near-site for developed cap assuming that the
average length of a job is 7 years. This
assumption is consistent with the EPA's approach
to estimating human exposures to formaldehyde
(USEPA, 1987)(equates to approximately 1/20 the
dose or risk for 24-hour/day, 70 year exposure).
Off-Site Residents
Worst-Case: Thibodeaux and ISC modeling results for off-site
location assuming 24 hour exposure for 70 years.
Typical-Case: Range of predicted risk using Thibodeaux,
Farmer, and ISC modeling results for off-site
for developed cap assuming that the average
period of residency is 10 years and exposure is
for 16 hours every day (equates to approximately
1/10 the dose or risk for 24hour/day, 70 year
exposure).
Tables 5-3 and 5-4 present the cancer risks associated with the unadjusted doses
from Tables 4-4 and 4-5 based on 24 hour-per-day lifetime exposures using the
box and ISC models for the various scenarios. These risk values are then
modified by the factors described above to arrive at the predicted risks for the
various exposed populations. These risk are summarised in Table 5-5. The highest
worst-case risk is 6.7 x 10(8), which, as discussed in the following section, is
typically viewed as an insignificant, or non-existent level of risk
(California's Proposition 65 definition of significant risk is risk greater than
10(5). Typical-case risk estimates are at least an order-of-magnitude (10 times)
lover than the worst-case risks, and in some cases are predicted to be as much
as three or four orders-of-magnitude lower than worst-case risks.
<PAGE> 300
Table 5-3
Cancer Risk
Box Model Based Inhalation Dose
(24 Hour per Day, 70 year Exposure)
<TABLE>
<CAPTION>
FARMER MODEL
THIBODEAUX MODEL Construction
Current Incremental Approved Proposed
All Scenarios Cap Risk Plan Plan
<S> <C> <C> <C> <C> <C>
Vinyl Chloride 3.54E-07 2.28E-09 3.46E-09 1.77E-10 1.52E-10
Chloroform 4.63E-08 2.31E-10 3.93E-10 1.90E-11 1.60E-11
Methylene Chloride 1.01E-09 5.03E-12 7.77E-12 3.89E-13 3.25E-13
Trichloroethylene 5.34E-09 2.57E-11 4.18E-11 1.99E-12 1.65E-12
Benzene 9.11E-08 4.72E-10 7.62E-10 3.81E-11 3.15E-11
TOTAL RISK 4.98E-07 3.01E-09 5.59E-12 2.36E-10 2.01E-10
Incremental (1)
</TABLE>
Note:
1) Construction incremental risk for 24 hour per day exposure for one month
with cap removed.
<PAGE> 301
Table 5-4
Cancer Risk
ISC Model Based Inhalation Dose
(24 Hour per Day, 70 year Exposure)
<TABLE>
<CAPTION>
THIBODEAUX MODEL FARMER MODEL
ALL SCENARIOS CURRENT CAP NO-CAP CONSTRUCTION DEVELOPED CAP
On/Near Site Off-Site On/Near Site Off-Site On-Site Near Site Off-Site On/Near Site Off-Site
200m 900m 200m 900m 50m 200m 900m 200m 900m
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Vinyl Chloride 4.72E-08 1.35E-08 3.03E-10 8.43E-11 6.74E-09 1.52E-09 .03E-10 2.02E-11 5.90E-12
Chloroform 6.25E-09 1.85E-09 3.24E-11 9.49E-12 7.87E-10 1.69E-10 8.47E-11 2.13E-12 6.25E-13
Methylene Chloride 1.33E-10 3.89E-11 6.40E-13 1.92E-13 1.65E-11 3.47E-12 6.86E-13 4.34E-14 1.28E-14
Trichloroethylene 7.29E-10 2.09E-10 3.45E-12 1.02E-12 8.26E-11 1.80E-11 8.64E-12 2.23E-13 6.31E-14
Benzene 1.24E-08 3.65E-09 6.30E-11 1.82E-11 1.57E-09 3.31E-11 6.71E-11 4.23E-12 1.24E-12
TOTAL RISK 6.67E-08 1.92E-08 4.03E-10 1.13E-10 1.10E-11 2.45E-12 4.92E-13 2.69E-11 7.84E-12
Incremental Risk (1)
</TABLE>
Note:
1) Construction Incremental risk for 24 hour per day exposure for one month
with cap removed.
<PAGE> 302
Table 5-5
Cancer Risk Estimates
for Exposure Scenarios
Assuming Additivity of Risks
<TABLE>
<CAPTION>
Fraction of Continuous
Scenario Lifetime Exposure Risk Estimated Risk
-------- ---------------------- --------------
<S> <C> <C>
No-Action - Current Health
Impacts
Off-Site Residents
Worst-Case 1 6.70E-08
Typical-Case
On/Near Site 0.1 6.7E-9 to 4E-11
Off-Site 0.1 1.9E-9 to 1.1E-11
Construction-Site Development
Construction Worker
Worst-Case 0.01 5.00E-09
Off-Site Resident
Worst-Case 1 6.70E-08
Typical-Case Incremental Risk for 2.40E-12
one month cap removal
Project Occupancy
On-Site Resident (On/Near Site)
Worst-Case 1 6.70E-08
Typical-Case 0.1 6.7E-9 to 2.7E-12
On-Site Worker
Worst-Case 0.3 1.50E-07
Typical-Case 0.05 3.3E-9 to 1.3E-12
Off-Site Resident (Off-Site)
Worst-Case 1 1.90E-08
Typical-Case 0.1 1.9E-9 to 7.8E-13
</TABLE>
<PAGE> 303
RISK ASSESSMENT
PAGE 5-15
The dermal exposure scenario for construction workers identified a number of
compounds in groundwater that are considered to be carcinogens. Benzene was
selected as a representative carcinogenic compound for the purposes of
evaluating the relative cancer risk from dermal uptake. The average daily
dermal dose of benzene associated with the dermal exposure scenario presented in
Section 4.5.1.1 was calculated to be 5.6 x 10-10 mg/kg-day. The cancer risk
associated with this level of exposure is calculated to be 1.6 x 10-11.
Therefore, dermal contact with carcinogenic contaminants in groundwater under
the conservative conditions described in the dermal exposure scenario are not
expected to represent a significant cancer risk.
5.3 INTERPRETATION OF CANCER RISK ESTIMATES
In the interest of providing additional background information for readers of
this assessment that are unfamiliar with the measures of cancer risk two
discussions are provided; a) the levels of risk considered "acceptable" by
regulatory agencies, and b) the cancer risks posed by chemicals present in the
ambient air of the Bay Area and Redwood City. The purpose of comparing estimated
carcinogenic risks from the project with these criteria is to place into
perspective the significance of any theoretical health risks calculated in this
assessment.
5.3.1 REGULATORY HISTORY
Beginning in the late 1970's and early 1980's, regulatory agencies in the U.S.
and abroad frequently adopted a cancer risk criteria of one in a million (1 x
10-6) as a negligible (i.e., of no concern) risk when fairly large populations
might be exposed to a suspect carcinogen. Unfortunately, theoretical increased
cancer risks of one in a million are often incorrectly portrayed as serious
public health risks. As discussed by Dr. Frank Young (1987), the commissioner of
the FDA, this was not the intent of such estimates:
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RISK ASSESSMENT
PAGE 5-16
In applying the de minimis concept and in setting other safety
standards, FDA has been guided by the figure of "one in a million."
Other Federal agencies have also used a one in a million level, such as
the Occupational Safety and Health Administration and the Environmental
Protection Agency. Both agencies rely on the one in one million
increased risk over a lifetime as a reasonable criterion for separating
high-risk problems warranting agency attention from negligible risk
problems that do not.
The risk level of one in one million is often misunderstood by the
public and the media. It is not an actual risk - i.e., we do not expect
one out of every million people to get cancer if they drink
decaffeinated coffee. Rather, it is a mathematical risk based on
scientific assumptions used in risk assessment. FDA uses a conservative
estimate to ensure that the risk is not understated. We interpret animal
test results conservatively and we are extremely careful when we
extrapolate risks to humans. When FDA uses the risk level of one in one
million, it is confident that the risk to humans is virtually
nonexistent.
In short, a 'one in a million' cancer risk estimate, which is often tacitly
assumed by some policy-makers to represent a trigger level for regulatory
action, actually represents a level of risk that is so small as to be of
negligible concern.
Another misperception within the risk assessment arena is that all occupational
and environmental regulations have as their goal a theoretical maximum cancer
risk of 1 in 1,000,000. Travis et al. (1987) recently conducted a retrospective
examination of the level of risk which triggered regulatory action in 132
decisions. Three variables were considered: 1) individual risk (an upper-limit
estimate of the probability
<PAGE> 305
RISK ASSESSMENT
PAGE 5-17
that the most highly exposed individual in a population will develop cancer as a
result of a lifetime exposure), 2) population risk (an upper-limit estimate of
the number of additional incidences of cancer in the exposed population), and 3)
population size. The findings of Travis et al. (1987) can be summarized as
follows:
1. Every chemical with an individual lifetime risk above 4 x 10-3
received regulation. Those with values below 1 x 10-6 remained
unregulated.
2. For small populations, regulatory action never resulted for
individual risks below 1 x 10-4.
3. For effects resulting from exposures to the entire U.S.
population, a risk level below 1 x 10-6 never triggered action;
above 3 x 10-4 it always triggered action.
In short, regulatory agencies have found risks far in excess of 1 in 1,000,000
acceptable if experienced by small populations. Not only have regulatory
agencies taken exception to the unilateral application of 1 in 1,000,000 risk,
but many common human activities entail risks greatly in excess of 1 in
1,000,000. Rodricks et al. (1987) has discussed these:
Examination of the risks of common human activities demonstrates . . . a
lifetime risk of 1 in 100,000 or more is within the realm of, or orders
of magnitude below, everyday risks that generally do not cause undue
concern. These are risks that people, while they are aware of them and
may have some concern or fear over them, do not in general alter their
behavior to avoid. The risks from many activities greatly exceed the
level of one in 100,000. In comparison to these background risks of
"everyday activities," a lifetime risk of 1 in 100,000 is relatively
small. Accordingly, regulatory
<PAGE> 306
RISK ASSESSMENT
PAGE 5-18
action will not generally be justifiable unless risks are substantially
higher than this 1 in 100,000 "benchmark".
In essence, society attempts to reduce the risks associated with exposure to
chemicals to levels much lower than those to which we voluntarily expose
ourselves each day; such as driving a car, smoking, using artificial sweeteners,
and travelling in commercial aircraft. The key issue is one of involuntary vs.
voluntary risk.
As discussed above, U.S. Federal regulatory agencies have adopted a 'one in a
million' cancer risk as being of negligible concern in situations where large
populations (e.g., 200 million people) are involuntarily exposed to suspect
carcinogens (e.g., food additives). When smaller populations are exposed (e.g.,
in occupational settings) theoretical cancer risks of up to 10-4 have been
considered acceptable.
It is important to emphasize that an estimated cancer risk of one in a million
(or less) does not actually imply that an additional one out of every million
people will get cancer. Rather, the 'one in a million' value is simply a
mathematical estimate, conservatively derived from animal exposure studies, that
has been historically interpreted as representing a nonexistent risk.
Another example of what an actual one-in-one million risk would mean in terms of
the cancer rate can be demonstrated by realizing the current lifetime cancer
risk (incidence) in the U.S. population is approximately 25%, an actual increase
in risk of one-in-one million would result in a cancer incidence of 25.0001%.
5.3.2 RELATIVE SITE RISKS
The population of the Bay Area and Redwood City are exposed to airborne toxic
compounds released from vehicles, commercial and industrial
<PAGE> 307
RISK ASSESSMENT
PAGE 5-19
operations, and a variety of consumer products. The Bay Area Air Quality
Management District (BAAQMD) has established a toxic gas monitoring network
throughout the Bay Area (with two monitoring stations in Redwood City) to
quantify toxics in community air. The BAAQMD has published cancer risk estimates
based on the annual mean concentrations of toxic compounds measured by the
monitoring network (Levaggi, 1988). These estimated cancer risks from toxics
measured in the ambient air are as follows:
<TABLE>
<CAPTION>
Compound Cancer Risk
-------- -----------
<S> <C>
Benzene 2.45 x 10-4
Formaldehyde 8 x 10-5
Methylene Chloride 2.6 x 10-5
Carbon Tetrachloride 9 x 10-6
Chloroform 6 x 10-6
Perchloroethylene 2 x 10-6
Trichloroethylene 1 x 10-6
--------------
Total Additive Risk 3.7 x 10-4
</TABLE>
Many of the above compounds detected in community air by the area-wide
monitoring network are the same compounds that are addressed by this risk
assessment. The highest predicted airborne concentrations of these same
compounds associated with the Westport site are hundreds or thousands of times
lower than the ambient levels measured by the monitoring network. As a
consequence, the theoretical cancer risk associated with exposures to ambient
levels of these compounds are far greater than those that have been estimated
for compounds originating from the site.
5.4 POTENTIAL AQUATIC IMPACTS
Surface water sampling conducted in Belmont Slough has not detected any of the
contaminants found at the site. This section discusses the
<PAGE> 308
RISK ASSESSMENT
PAGE 5-20
potential for impacts to the aquatic environment based on the compounds detected
at the site and the likelihood of their transport to the Slough. The locations
of sampling wells referred to in this discussion are identified in the figures
contained in Appendix B. The discussion is organized by contaminant type.
Organic Chemicals in Groundwater
The Levine-Fricke (1989a) analyses identified organic contaminants exceeding
the EPA criteria in only 5 samples located in the refuse fill area, of
approximately 78 samples collected at the Westport site. Eight of the twelve
groundwater samples collected by McLaren (1989) contained organic contaminants
at concentrations that exceed the EPA ambient water quality criteria for the
protection of aquatic life. Three of the shallow zone wells (K-3, K-4 and P-7)
located in the non-refuse fill area sampled by McLaren contained chlorinated
pesticides. Table 5-6 identifies chemicals that exceeded EPA criteria in these
three wells outside the refuse-fill area in proximity to Belmont Slough.
A single positive sampling result is generally not sufficient to establish the
actual presence of a compound. However, any pesticides present are likely the
result of localized contamination since these compounds are highly immobile.
Chlorinated pesticides bind readily to soil and organic carbon and are very
insoluble in water. Chlorinated pesticide concentrations reported for urban
soils nation-wide are in the low part-per-million to part-per-billion range (US
EPA Office of Pesticides and Toxic Substances Urban Soil Monitoring Program).
Therefore, part-per-trillion levels detected in the groundwater could be the
result of fill soil contamination.
Based on the low hydraulic conductivity and high organic matter content of the
bay mud; the low levels (part per trillion) measured in the groundwater and the
high sorption characteristics of the chemicals, the
<PAGE> 309
Table 5-6
Groundwater Organic Contaminant Concentrations
in Non-Refuse Fill Area Wells
Exceeding Protective Water Quality Criteria
for Saltwater Aquatic Life
<TABLE>
<CAPTION>
Max. Cone USEPA Guideline (mg/L)(1)
Chemical Well (mg/L) Acute Chronic
-------- ---- ------ ----- -------
<S> <C> <C> <C> <C>
Heptachlor Epoxide (2) K-3 0.00006 0.000053 0.0000036
K-4 0.0002
4.4 DDT P-7 0.0004 0.00013 0.000001
K-4 0.00048
4.4 DDD K-4 0.00026 0.036 none
4.4 DDE K-3 0.00029 0.014 none
K-4 0.00035
Dieldrin K-3 0.00006 0.00071 0.0000019
K-4 0.00019
Endrin K-3 0.00012 0.000037 0.0000023
K-4 0.00021
Endrin Aldehyde P-7 0.0004 none none
Endosulfan I K-3 0.00021 0.000034 0.0000069
K-4 0.00023
Endosulfan II K-3 0.00023 0.000034 0.0000069
K-4 0.00009
</TABLE>
Notes:
1) Quality Criteria for Water, 1986. EPA 440/5-86-001
2) Criteria for Heptachlor.
<PAGE> 310
RISK ASSESSMENT
PAGE 5-22
detected chlorinated compounds are not expected to reach Belmont Slough at
concentrations likely to cause adverse effects in aquatic life.
The low-level organic chemical contamination measured in the groundwater at the
Westport Landfill should not pose a threat to the aquatic life or to the
beneficial uses of Belmont Slough based on the following:
- Organic contaminants detected within the refuse do not appear to
be migrating from the refuse, area and are well contained by the
clay cap and the underlying bay mud.
- The competitive environmental fate processes such as sorption to
soil and organic matter particles, hydrolysis, biodegradation,
volatilization and dilution will greatly reduce the
concentrations of any contaminants reaching the Slough through
the shallow ground water.
- Adams (1987) has suggested that sediment and organic particle
bound neutral lipophilic organic chemicals are not readily
bioavailable, and that the non-bound fraction of these chemicals
is significantly less than the total concentration in natural
surface waters. Based on this assumption, even if these
compounds migrated to Belmont Slough, it is highly unlikely that
a significant fraction of the compounds would be biologically
available.
Metals
No pattern of elevated metal concentrations is evident from the groundwater or
soil data. The metal concentrations measured in the groundwater are probably
related to the various types of fill material present in the non-refuse fill
areas, as well as, the refuse in the mound and panhandle areas. There is no
evidence to suggest that groundwater is migrating to any significant extent from
the refuse area to the non-refuse fill materials. Therefore the following
discussion addresses the potential impacts associated with the migration of
metals detected in the non-refuse fill area wells in proximity to Belmont Slough
(Wells:K-3, K-4 and P-7).
<PAGE> 311
RISK ASSESSMENT
PAGE 5-23
The metals measured in the groundwater at concentrations that exceed the USEPA
ambient water quality criteria for the protection of saltwater aquatic life for
chronic exposure include Ag, Cd, Cr, Cu, Pb. Hg, Ni and Zn (Table 5-7). These
elements will only pose a threat to the aquatic life of Belmont Slough if they
migrate to the mudflats and enter the interstitial waters at concentrations
toxic to aquatic organisms. The shallow groundwater is unconfined and may flow
to the Slough, but is expected to pass through the relatively impermeable and
highly organic bay mud before reaching the interstitial waters of the benthic
zone or the open waters of the slough proper.
It is very likely that the metal concentrations in the emergent groundwater
along the slough mudflats will be significantly less than the concentrations
measured in the groundwater at the monitoring wells. This is based on the
assumption that the well concentrations will be diluted by at least a factor of
10 during the transport and emergence process. A conservative dilution factor of
10 is used since the initial contact with benthic organisms will occur in the
interstitial waters of the mudflats before the much greater dilution potential
of the open water is realised. Adsorption phenomena can be assumed very
conservatively to reduce the concentrations by another factor of 10, resulting
in a total attenuation factor of 100. The dominant environmental fate processes
reported for these metals are sorption to soil particles (predominantly clays)
and particulate organic matter (Pavlou, 1987, Versar, 1979). and a strong
affinity for many of these elements to form insoluble complexes with hydrous
iron and manganese oxides (Versar, 1979).
The groundwater metal concentrations after accounting for attenuation are well
below the EPA ambient water quality criteria for the protection of saltwater
aquatic life for chronic exposure (Table 5-7) for all of the elements (Ag, Cd,
Cr, Pb, Hg, Ni, Zn) except for Cu. The predicted concentration for Cu (0.004
mg/L) would exceed the USEPA acute and chronic criteria (0.0029 mg/L) by 0.0011
mg/L, but is less than the California Department of Health Services Applied
Action Level for saltwater species (0.006 mg/L). The expected attenuation would
<PAGE> 312
Table 5-7
Groundwater Metal Concentrations in Non-Refuse Fill Area Wells
Exceeding Protective Water Quality Criteria
for Saltwater Aquatic Life
<TABLE>
<CAPTION>
Maximum Detected
Concentration DHS AAL(1) USEPA Guideline (mg/L) (2)
Element (mg/L) (mg/L) Acute Chronic
------- ------ ------ ----- -------
<S> <C> <C> <C> <C>
Silver 0.05 0.005 0.0023 (3)
Cadmium 0.06 0.0015 0.043 0.0093
Chromium 0.06 (Cr. VI) 1.1 0.05
(Cr III) 10.3
Copper 0.4 0.006 0.0029 0.0029
Lead 0.5 0.0044 0.14 0.0056
Nickel 0.3 0.075 0.0083
Mercury 0.002 0.0021 .000025 (3)
Zinc 0.4 0.012 0.095 0.086
</TABLE>
Notes:
1) California DHS, TSCD, Applied Action Levels Update, August 9, 1989
2) US EPA, 1986a. Criteria for Water Quality. EPA 440/5-86-001
3) San Francisco RWQCB Basin Plan objective for marine waters.
<PAGE> 313
RISK ASSESSMENT
PAGE 5-25
reduce the groundwater concentrations to below the California DHS Applied Action
Levels established for saltwater species for Cd, Cr, Cu, Pb, and Zn.
Based on the above conservative assumptions the metals detected in the shallow
groundwater in the non-refuse fill areas are not expected to pose a significant
threat to the aquatic life or the beneficial uses of Belmont Slough or San
Francisco Bay.
Chlorinated Compounds (Surface Soils)
Chlorinated compounds were detected in the composite surface soil samples
collected by McCann in June and July of 1989, from the non-refuse fill area in
blocks 13, 14, 17, 18 and 19. These are areas that could potentially generate
surface runoff that directly enters Belmont Slough. The compounds detected
included 1 sample which contained PCB's measured at 2.0 ppm, 3 samples contained
DDT at 0.005, 0.012. and 0.055 ppm, and 1 sample contained DDD at 0.005 ppm.
These concentrations are well below the California DHS TTLC's for PCB's, DDT and
DDD which are 50 mg/kg, 1.0 mg/kg and 1.0 mg/kg, respectively (Marchack, 1988).
The chlorinated compounds detected in the surface soils of the non-refuse fill
area of the site are not expected to pose a threat to the aquatic life of
Belmont Slough.
5.5 CONCLUSIONS
Based on this assessment, no significant adverse health effects are expected to
be associated with the identified potential exposure pathways; the inhalation of
volatile compounds released from the refuse fill area of the site and incidental
contact with contaminated groundwater.
Predicted exposures are far below those considered "safe" relative to potential
non-carcinogenic health effects.
<PAGE> 314
RISK ASSESSMENT
PAGE 5-26
Worst-case inhalation cancer risks for on-site or near-site residents have been
estimated to be below 10(-7), while more typical-case risks are expected to be
less than 10(-8). The typical-case risk estimates incorporate a number of
conservative assumptions that are likely to lead to the over-estimation of
actual risks, including:
- Use of cancer potency factors that are based on the upper 95% confidence
limit of the low-dose carcinogenic response extrapolated from animal
data,
- Use of default meteorologic values (wind speeds and atmospheric
stabilities) in air dispersion modeling rather than actual data which
could over-state actual airborne concentrations by a factor of 2 to 10
times,
- Emissions are assumed to occur throughout the entire year with no
reductions associated with the colder, rainy months of the year.
These levels of cancer risk do not represent a significant health risk.
Predicted airborne concentrations and cancer risks for a number of the compounds
potentially released from the site are well below those commonly present in the
ambient Redwood City air as a result of releases from a variety of other
sources.
None of the compounds found at the site have been detected in the waters of
Belmont Slough. In view of the limited mobility of the majority of the detected
compounds in bay muds and the significant dilution of any compounds reaching the
Slough, the potential for significant impacts to acquatic life is considered to
be low. Furthermore, the proposed project, in and of itself, is not expected to
significantly alter the potential for aquatic impacts at the site.
5.6 RECOMENDATIONS
There are a number of uncertainties associated with our understanding of the
processes that lead to the generation and release of volatile compounds from
landfills. However, there are also a number of steps that can be taken to
minimize any potential health impacts associated with these uncertainties. The
developers have already identified a number of landfill gas control measures
<PAGE> 315
RISK ASSESSMENT
PAGE 5-27
that reduce the potential for gas migration off-site or the accumulation of
gases in site structures. These features reduce the potential for exposure to
elevated concentrations of vapors in indoor airspaces and their effective
implementation and maintenance are an important hazard prevention measure.
The variability and duration of gas and vapor generation at landfills is not
well defined. Therefore, increases in the release of volatile compounds from the
refuse fill area could conceivably occur. However, based on this assessment, gas
and vapor concentrations could increase by as much as 100 times under the
typical-case scenarios before cancer health risks would potentially reach a
significant level. Concerns related to the potential variability of gas
generation at the site could be addressed by periodic (annual) monitoring of
soil gas/vapor at the site. Monitoring that indicates a sustained (several month
period), significant elevation (100 times levels used in this analysis) of
gas/vapor concentrations in soil should trigger further evaluation and possibly
control measures. Further evaluation could consist of actual flux measurements
of gases and vapors leaving the soil surface and ambient and indoor air
measurements for the compounds of concern. If these evaluations suggest
unacceptable levels of gases or vapors, an active gas recovery and scrubbing
system would provide one option for collecting soil gases from the refuse-fill
areas to prevent their release to the atmosphere.
The potential hazards for construction workers associated with the presence of
methane gas at the site should be addressed in the site health and safety plan.
The plan should address the control of any confined space entry to eliminate
hazards associated with methane gas. The plan should also address the use of
appropriate clothing (boots, gloves, and water resistant clothing) during
excavations to limit the contact with subsurface water and soils.
As with any construction site. efforts should be made to limit the generation of
fugitive dust associated with construction activities. Material excavated from
the subsurface is not expected to pose a potential health hazard, however the
potential for off-site exposure to fugitive dusts from subsurface material
<PAGE> 316
RISE ASSESSMENT
PAGE 5-28
can be substantially reduced by maintaining the material in a wetted condition
or by providing temporary cover. Access to excavations or excavated material at
the site should be restricted to prevent unnecessary contact. The site health
and safety plan should include measures to minimize the release of fugitive
dusts and limit contact with excavated material.
Consistent with recommendations made by the California Waste Management Board
(Larson, 1989), any cap removal activities should be performed during
non-rainfall periods. Such scheduling will reduce the potential for the inflow
of run-off into the waste material. Also, temporary barriers should also be
constructed to divert run-off from exposed areas should a rainfall event occur.
<PAGE> 317
RISK ASSESSMENT
PAGE 6-1
6.0 REFERENCES
Adams, W. J., 1987. Bioavailability of neutral lipophilic organic chemicals
contained on sediments: a review. In: Fate and Effects of Sediment-bound
Chemicals in Aquatic Systems. K. L. Dickson, A. W. Maki, and W. A. Brungs
(eds.). Society of Environmental Toxicology and Chemistry. Pergamon Press. N.Y.
pp. 219-244.
American Conference of Governmental Industrial Hygienists - ACGIH, 1988.
Threshold Limit Values and Biological Exposure Indices for 1988-1989.
Cincinnati.
ACGIH. 1989. Documentation of the Threshold Limit Values, 1989. 5th ad.
Cincinnati.
Ames, B.N., R. Magaw, and L.S. Gold, 1987. Ranking Possible Carcinogenic
Hazards. Science, 236:271-273.
California Air Pollution Control Officers Association (CAPCOA), 1987. Air Toxics
Assessment Manual: Interagency Working Group. Berkeley, CA.
California Air Resources Board (CARB), 1986. Testing Guidelines for Active Solid
Waste Disposal Sites. Stationary Source Division. Toxic Pollutants Branch.
December 18.
CDHS - California Department of Health Services, 1986. The California Site
Mitigation Decision Tree Manual. Toxic Substances Control Division, Alternative
Technology & Policy Development Section.
CDHS, 1989. DHS applied action level list, August 9, 1989. Technical Services
Unit, Toxic Substances Control Program. pp. 6.
Cooper Engineers, 1983. Report - Geotechnical and Waste Management Engineering
Studies for Approval of Concept Plan Lands of Parkvood 101 Associates Radwood
City. California for Parkwood 101 Associates. September 16.
Grump, K.S., D.C. Hoel, C.H. Langley, and R. Petro. 1976. Fundamental
Carcinogenic Processes and their Implications for Low Dose Risk Assessment.
Cancer Res, 36:2975-2979.
Farmer, W.J., M.S. Yang, J. Letey, W.F. Spencer and M.H. Roulier. 1978. In
Land Disposal of Hazardous Waste. Proceedings of the Fourth Annual Research
Symposium. U.S. Environmental Protection Agency. Report no. 600/9-78-016. U.S.
Government Printing Office. Washington, D.C., pp. 182-190.
Farmer, W.J., M.S. Yang, J. Letey, and W.F. Spencer. 1980. Hexachlorobenzene:
Its vapor pressure and vapor phase diffusion in soil. Soil Sci. Soc. Am. J.
44:676-680.
<PAGE> 318
RISK ASSESSMENT
PAGE 6-2
Flower, F.B., E.F. Gilman, and I.A. Leone. 1981. Landfill Gas, What It Does to
Trees and How its Injurious Effects May Be Prevented. Journal of Arboriculture.
7(2):February. p44.
International Agency For Research on Cancer (IARC), 1979. IARC Monographs on the
Evaluation of Carcinogenic Risk of Chemicals to Humans. Volume 19: Some
Monomers, Plastics and Synthetic Elastomers, and Acrolein. World Health
Organization, Lyon, France.
International Agency For Research on Cancer (IARC), 1982. IARC Monographs on the
Evaluation of Carcinogenic Risk of Chemicals to Humans. Volume 29: Some
Industrial Chemicals and Dyestuffs. World Health Organization, Lyon. France.
Larson, C.H., 1989. Letter to Ms. L.A. Lew, San Mateo County Department of
Health Services, regarding review of Draft Risk Assessment Work Program for the
Westport Development. May 12.
Levaggi. D.A., W. Siu, R.V. Zerrudo, and J.W. LaVoie, 1988. Experiences in
Gaseous Toxic Monitoring in the San Francisco Bay Area. Bay Area Air Quality
Management District. San Francisco, California.
Levine-Fricke, 1989a. Preliminary SWAT Investigation Report Westport Landfill
Site Redwood City, California. March 9.
Levine-Fricke, 1989b. Preliminary results of leachate and vapor wall sampling as
reported in lab sheets transmitted by facsimile to Prometheus Development Co.
March 2.
Levine-Fricke, 1989c. Presentation of Hydrogeologic Data. Former Westport
Landfill Site Redwood City, California. July 17.
Marshack, J. B., 1988. Regional Water Quality Control Board. Central Valley
Region Memo: Appendix III, Water Quality Goals, Hazardous Criteria and
Designated Level Examples for Chemical Constituents. October 3, 1988.
Sacramento, CA.
McLaren, 1989. Sampling Report for the Westport Site. Prepared for the City of
Redwood City. October.
National Toxicology Program (NTP), 1982. Carcinogenesis Bioassay of
Trichloroethylene. CAS No. 79-01-6. NTP 81-84, NIH Publication No. 82-1799.
National Institute for Occupational Safety and Health (NIOSH), 1977.
Occupational Exposure Sampling Strategy Manual. Cincinnati.
Parker, Alan, 1986. Landfill gas - a potential environmental hazard. Disasters.
October 1.
<PAGE> 319
RISK ASSESSMENT
PAGE 6-3
Pavlou, S. P., 1987. The use of the equilibrium partitioning approach in
determining safe levels of contaminants in marine sediments. In: Fate and
Effects of Sediment-bound Chemicals in Aquatic Systems. K. L. Dickson, A. W.
Maki, and W. A. Brungs (eds.). Society of Environmental Toxicology and
Chemistry. Pergamon Press. N. Y. pp. 388-412.
Piotrovski, J., 1972. Industrial Toxicology. National Institute of Occupational
Safety and Health. Cincinnati.
Redwood City Planning Department, 1985. Draft for the Westport Park Specific
Plan. March.
Rodricks, J.V., S.N. Brett, and C.C. Wrenn. 1987. Risk Decisions in Federal
Regulatory Agencies. Regul. Toxicol. Pharmacol. 7:307-320.
Rovers, F.A., J.J. Trembley, and H. Mooij. 1977. Procedures for Landfill Gas
Monitoring and Control, (Waste Management Branch Report #EPS 4-EC-77-4).
Environmental Protection Service, Fisheries and Environment, Ottawa, Ontario
Canada, 34 pgs.
SCAQMD, 1986. Hazardous Pollutants in Class II Landfills, a research report
prepared by South Coast Air Quality Management District.
Snyder W.S., et al., 1975. Report of the Task Group on Reference Man.
International Commission of Radiological Protection. No. 23. P17. Pergamon
Press. New York.
South Coast Air Management District (SCAQMD), 1982. Landfill Gas Emissions
- Report of the Task Force. July.
SCS Engineers, 1989. Available Strategies for Landfill Gas Migration Control for
Westport Development. January 16.
Sielkin, R.L., 1985. Some Issues in the Quantitative Modeling Portion of Cancer
Risk Assessment, Regul. Toxicol. Pharm., 5, 175-181.
Superfund Health Evaluation Manual (SPHEM), 1988. Update of the Risk
-Characterization Tables --Toxicity Data for Potential Carcinogenic Effects and
Non-Carcinogenic Effects. Toxics Integration Branch, Washington, D.C.
Superfund Health Effects Assessments Summary Tables and User's Guide (SHEAS),
1989. Office of Emergency and Remedial Response, Washington D.C.
Tejima and Associates, Inc., 1988a. Report - Landfill Gas Monitoring for June
1988 Closed Parkwood 101 Landfill Redwood City, California. July 6.
Tejima and Associates. Inc. 1988b. Landfill Gas Report Westport Project Site
Redwood City, California, October 28.
<PAGE> 320
RISK ASSESSMENT
PAGE 6-4
Thibodeaux, L.J. 1981. Estimating the Air Emissions of Chemicals from Hazardous
Waste Landfills. In Journal of Hazardous Materials. Vol. 4.
Travis, C.C. S.A. Richter, E.A.C. Crouch, R. Wilson, and E.D. Kiema. 1987.
Cancer Risk Management. Environ. Sci. Technol. 21:415-420.
Tsuruta, H. 1982. Percutaneous Absorption of Organic Solvents, III. On the
Penetration Rates of Hydrophobic Solvents through the Excised Rat Skin.
Industrial Health. 20:335-345.
U.S. Environmental Protection Agency (US EPA), 1979. Water Related Environmental
Fate of 129 Priority Pollutants. Washington, D.C. EPA 440/5-8-051.
U.S. Environmental Protection Agency (US EPA), 1980. Ambient Water Quality
Criteria for Chloroform. Office of Water Regulations and Standards Division.
Washington, D.C. EPA 440/5-8-033.
U.S. Environmental Protection Agency (US EPA), 1984a. Health Effects Assessment
for Vinyl Chloride. Environmental Criteria and Assessment Office. Cincinnati,
Ohio.
U.S. Environmental Protection Agency (US EPA), 1984b. Health Effects Assessment
for Ethylbenzene. Environmental Criteria and Assessment Office. Cincinnati,
Ohio.
U.S. Environmental Protection Agency (USEPA), 1985. The Endargerment Assessment
Handbook, prepared for office of Waste Programs Enforcement by PRC,
Environmental Management, Inc. August.
U.S. Environmental Protection Agency (US EPA), 1986a. Quality Criteria for
Water. EPA-440/5-86-001, U. S. Environmental Protection Agency. Washington D.C.
U.S. Environmental Protection Agency (US EPA), 1986b. Superfund Public Health
Evaluation Manual. Office of Emergency and Remedial Response, Washington, D.C.
October.
U.S. Environmental Protection Agency (US EPA), 1987. Assessment of Health Risks
to Certain Home Residents to Formaldehyde. Office of Pesticides and
Registration. Washington. DC.
U.S. Environmental Protection Agency (US EPA), 1988a. Superfund Exposure
Assessment Manual. Office of Remedial Response. Washington. D.C. April.
U.S. Environmental Protection Agency (US EPA), 1988b. Proposed Guidelines on
Exposure-Related Measurements for Risk Assessment. 53 FR 48830. December 2.
<PAGE> 321
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0000 3 .1000 .000000E+00
MET. DATA
DAY 15
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 15 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 3.00 600.0 293.0 .0000 3 .1000 .000000E+00
MET. DATA
DAY 16
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 16-
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 4.00 600.0 293.0 .0000 3 .1000 .000000E+00
MET. DATA
DAY 17
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 17-
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 5.00 600.0 293.0 .0000 3 .1000 .000000E+00
MET. DATA
DAY 18
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 18 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 322
<TABLE>
<CAPTION>
MET DATA
DAY 19
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 19 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 10.00 600.0 293.0 .0000 3 .1000 .000000E+00
MET. DATA
DAY 20
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 20 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 12.00 600.0 293.0 .0000 3 .1000 .000000E+00
MET. DATA
DAY 21
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 21 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 15.00 600.0 293.0 .0000 3 .1000 .000000E+00
MET. DATA
DAY 22
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 22 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 1.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 23
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
</TABLE>
<PAGE> 323
<TABLE>
<CAPTION>
- METEOROLOGICAL DATA FOR DAY 23 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.50 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 24
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 24 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 2.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 25
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 25 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 2.50 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 26
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 26 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 3.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 27
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 27 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
</TABLE>
<PAGE> 324
<TABLE>
<CAPTION>
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 4.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 28
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 28 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 5.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 29
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 29 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 7.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 30
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 30 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 10.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 31
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 31 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 12.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 32
</TABLE>
<PAGE> 325
<TABLE>
<CAPTION>
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 32 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 15.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 33
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 33 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 20.00 600.0 293.0 .0000 4 .1500 .000000E+00
MET. DATA
DAY 34
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 34 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 2.00 600.0 293.0 .0000 5 .3500 .000000E+00
MET. DATA
DAY 35
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 35 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 2.50 600.0 293.0 .0000 5 .3500 .000000E+00
MET. DATA
DAY 36
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 36 -
</TABLE>
<PAGE> 326
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0000 5 .3500 .000000E+00
MET. DATA
DAY 37
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 37 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 4.00 600.0 293.0 .0000 5 .3500 .000000E+00
MET. DATA
DAY 38
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 38 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 5.00 600.0 293.0 .0000 5 .3500 .000000E+00
MET. DATA
DAY 39
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 39 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 2.00 600.0 293.0 .0000 6 .5500 .000000E+00
MET. DATA
DAY 40
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 40 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 327
<TABLE>
<CAPTION>
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0000 6 .5500 .000000E+00
MET. DATA
DAY 41
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 41 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 3.00 600.0 293.0 .0000 6 .5500 .000000E+00
MET. DATA
DAY 42
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 42 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 4.00 600.0 293.0 .0000 6 .5500 .000000E+00
MET. DATA
DAY 43
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 43 -
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
1 .0 5.00 600.0 293.0 .0000 6 .5500 .000000E+00
'N'-DAY
43 DAYS
----REDWOOD CITY REFUSE FILL AREA SOURCE MODELING --- SGROUP# 1
- 43-DAY AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER -
- FROM ALL SOURCES -
- FOR THE RECEPTOR GRID -
- MAXIMUM VALUE EQUALS 50066.00000 AND OCCURRED AT ( 100.0, 200.0)
</TABLE>
<TABLE>
<CAPTION>
X-AXIS / X-AXIS (METERS)
(METERS)/ .0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
10000.0 / 573.62500 589.05750 591.34300 580.28640 556.82990 522.89730 481.12410 434.47920 385.89690
5000.0 / 1366.70400 1436.20400 1504.64200 1417.25700 1246.10000 1030.30700 810.41050 615.SS300 458.88020
3000.0 / 28.44800 2685.94100 2960.32900 616.70000 2011.14600 13711.21700 880.09630 550.33570 347.86420
</TABLE>
<PAGE> 328
<TABLE>
<CAPTION>
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
1150.0 / 6217.43700 8990.75600 9325.23500 7470.19900 3548.46300 1167.15900 4. 3140 184.13520 90.68196
1100.0 / 6478.09100 9414.51600 9754.19900 7824.69600 3593.78600 1125.16500 399.17920 170.90400 82.35033
1050.0 / 6764.06700 9873.22600 10216.74000 8214.39600 3636.69300 1080.25400 373.44980 157.79190 74.02728
1000.0 / 7087.12600 10382.49000 10728.63000 8654.11800 3680.24500 1043.46700 348.16780 144.90760 65.79739
950.0 / 7475.01600 10981.51000 11330.03000 9178.47800 3733.98300 986.78050 323.68340 132.20630 57.70398
800.0 / 7910.93400 11641.92000 11990.54000 9767.61200 3782.78200 936.75580 299.50870 119.48410 49.73784
850.0 / 8404.33400 12373.41000 12719.23000 10433.48000 3823.95000 883.10940 275.45380 106.50410 41.87652
800.0 / 8967.31400 13187.96000 13527.34000 11190.91000 3853.82600 825.59390 251.18170 93.06545 34.15018
750.0 / 9615.87300 14100.87000 14429.38000 12058.68000 3867.70800 764.22620 226.28800 79.11176 26.68659
700.0 / 10376.84000 15139.16000 15451.77000 13067.59000 3860.41700 699.39510 200.31920 64.77065 19.70264
650.0 / 11297.95000 16352.41000 16644.14000 14271.74000 3826.00200 631.78700 172.78640 50.35550 13.46801
600.0 / 12405.46000 17751.08000 18018.14000 15690.55000 3750.68100 562.04220 143.31070 36.38839 8.26011
550.0 / 13762.85000 19383.42000 19624.94000 17380.15000 3621.61800 490.35450 111.92690 23.62258 4.30465
500.0 / 15461.22000 21312.82000 21531.58000 19412.53000 3420.89500 413.68040 79.07751 12.89505 1.70089
450.0 / 17629.88000 23615.82000 23815.16000 21874.68000 3120.59500 324.49630 46.40813 5.12673 .39749
400.0 / 20498.46000 26438.10000 26614.64000 24917.18000 2704.58900 222.77920 19.87069 1.13949 .03413
350.0 / 24389.64000 29931.24000 30062.01000 28704.85000 2135.63600 112.70460 4.28102 .06522 .00031
300.0 / 29936.45000 34502.87000 34559.57000 33647.89000 1437.23800 27.61194 .14308 .00009 .00000
250.0 / 38099.38000 40819.24000 40822.25000 40493.77000 624.37560 .39471 .00000 .00000 .00000
200.0 / 49789.71000 50066.00000 50066.00000 50065.90000 2.16671 .00000 .00000 .00000 .00000
150.0 / .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000
100.0 / .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000
50.0 / .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000
.0 / .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000
HIGH
1-HR
SGROUP# 1
</TABLE>
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- HIGHEST 1-HOUR AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER -
- FROM ALL SOURCES -
-FOR THE RECEPTOR GRID-
- MAXIMUM VALUE EQUALS 170256.70000 AND OCCURRED AT ( .0, 200.0)
<TABLE>
<CAPTION>
X-AXIS / X-AXIS (METERS)
(METERS)/ .0 50.0 100.0 150.0 200.0
------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
10000.0 / 3786.76800 ( 39, 1) 3939.21000 ( 39, 1) 3961.86700 ( 39. 1) 3852.48100 ( 39, 1) 3621.85300 ( 39, 1)
5000.0 / 8315.52900 ( 39, 1) 9437.83600 ( 39, 1) 9612.93600 ( 39, 1) 8787.51200 ( 39, 1) 7207.40800 ( 39, 1)
3000.0 / 13078.26000 ( 39, 1) 16985.36000 ( 39, 1) 17634.98000 ( 39, 1) 14666.14000 ( 39, 1) 9680.75000 ( 39, 1)
2000.0 / 17664.53000 ( 39, 1) 25833.07000 ( 39, 1) 27160.63000 ( 39. 1) 20992.12000 ( 39, 1) 10866.15000 ( 39, 1)
1200.0 / 26605.36000 ( 39, 1) 41095.81000 ( 39, 1) 42236.69000 ( 39, 1) 33748.02000 ( 39, 1) 13853.03000 ( 22, 1)
1150.0 / 27580.05000 ( 39, 1) 42516.66000 ( 39, 1) 43542.98000 ( 39, 1) 35147.58000 ( 39, 1) 14042.82000 ( 22, 1)
1100.0 / 28647.64000 ( 39, 1) 44019.87000 ( 39, 1) 44919.41000 ( 39. 1) 36676.09000 ( 39, 1) 14222.52000 ( 22, 1)
1050.0 / 29822.73000 ( 39, 1) 41612.34000 ( 39, 1) 46376.20000 ( 39, 1) 38150.68000 ( 39, 1) 14389.65000 ( 22, 1)
1000.0 / 31140.74000 ( 39, 1) 47328.98000 ( 39, 1) 47953.21000 ( 39, 1) 40213.86000 ( 39, 1) 14566.86000 ( 22, 1)
950.0 / 32678.08000 ( 39, 1) 49261.23000 ( 39, 1) 49748.25000 ( 39. 1) 42359.12000 ( 39, 1) 14824.51000 ( 22, 1)
900.0 / 34404.67000 ( 39, 1) 1332.93000 ( 39, 1) 51690.35000 ( 39, 1) 44738.63000 ( 39, 1) 15063.67000 ( 22, 1)
850.0 / 36358.59000 ( 39, 1) 53563.13000 ( 39, 1) 53807.59000 ( 39, 1) 47386.32000 ( 39, 1) 15273.99000 ( 22, 1)
800.0 / 38588.93000 ( 39, 1) 55986.46000 ( 39, 1) 56134.82000 ( 39, 1) 50340.71000 ( 39, 1) 15440.22000 ( 22, 1)
750.0 / 41159.49000 ( 39, 1) 58636.03000 ( 39, 1) 58715.13000 ( 39, 1) 53644.76000 ( 39, 1) 15$40.13000 ( 22, 1)
700.0 / 44221.64000 ( 39, 1) 61660.09000 ( 39, 1) 61695.04000 ( 39, 1) 57431.73000 ( 39, 1) 15$41.21000 ( 22, 1)
650.0 / 48120.18000 ( 39, 1) 65436.46000 ( 39, 1) 65448.37000 ( 39, 1) 62045.63000 ( 39, 1) 15395.86000 ( 22, 1)
600.0 / 52813.71000 ( 39, 1) 69761.33000 ( 39, 1) 69764.09000 ( 39, 1) 67267.46000 ( 39, 1) 15033.96000 ( 22, 1)
550.0 / 58558.20000 ( 39, 1) 74786.37000 ( 39, 1) 74786.72000 ( 39, 1) 73176.56000 ( 39, 1) 14352.41000 ( 22, 1)
500.0 / 65716.89000 ( 39, 1) 80715.46000 ( 39, 1) 80715.48000 ( 39, 1) 79873.02000 ( 39, 1) 13201.65000 ( 22, 1)
450.0 / 74803.14000 ( 39, 1) 87834.24000 ( 39, 1) 87834.24000 ( 39, 1) 87526.21000 ( 39, 1) 11377.46000 ( 22, 1)
400.0 / 86505.25000 ( 39, 1) 96563.12000 ( 39, 1) 96563.12000 ( 39, 1) 96508.09000 ( 39, 1) 9846.64400 ( 6, 1)
350.0 / 101564.00000 ( 39, 1) 107553.20000 ( 39, 1) 107553.20000 ( 39, 1) 107551.10000 ( 39, 1) 9411.78800 ( 6, 1)
300.0 / 120119.60000 ( 39, 1) 121874.30000 ( 39, 1) 121674.30000 ( 39. 1) 121874.30000 ( 39, 1) 7685.96500 ( 6, 1)
250.0 / 141399.60000 ( 39, 1) 141425.80000 ( 39, 1) 141425.80000 ( 39, 1) 141425.80000 ( 39, 1) 4954.12700 ( 1, 1)
</TABLE>
<PAGE> 329
<TABLE>
<CAPTION>
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
200.0 / 170256.70000 (39, 1) 170256.70000 (39, 1) 170256.70000 (39, 1) 170256.70000 (39, 1) 31.92392 ( 1, 1)
150.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
100.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
50.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .80000 ( 0, 0) .00000 ( 0, 0)
HIGH
I-HR
SGROUP# 1
</TABLE>
*** REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* HIGHEST 1-HOUR AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER *
* FROM ALL SOURCES *
*FOR THE RECEPTOR GRID*
* MAXIMUM VALUE EQUALS 170256.70000 AND OCCURRED AT ( .0, 200.0) *
<TABLE>
<CAPTION>
AXIS / X-AXIS (METERS)
TERS) / 250.0 300.0 350.0 400.0
----------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
10000.0 / 3292.06600 ( 39, 1) 2893.01600 ( 39, 1) 2457.95100 ( 39, 1) 2018.98100 ( 39, 1)
5000.0 / 5300.65400 ( 39, 1) 3492.53500 ( 39, 1) 2559.02400 ( 22, 1) 2147.61600 ( 22, 1)
3000.0 / 5573.11100 ( 22, 1) 4191.03300 ( 22, 1) 2924.40700 ( 22, 1) 1892.89900 ( 22, 1)
2000.0 / 6827.30500 ( 22, 1) 3867.99600 ( 22, 1) 1876.10500 ( 22, 1) 801.68420 ( 6, 1)
1200.0 / 5537.05000 ( 22, 1) 1958.16200 ( 6, 1) 1266.63100 ( 6, 1) 747.65410 ( 6, 1)
1150.0 / 5273.42500 ( 22, 1) 1992.58900 ( 6, 1) 1242.99000 ( 6, 1) 701.928800 ( 6, 1)
1100.0 / 4976.98300 ( 22, 1) 2017.14200 ( 6, 1) 1207.60000 ( 6, 1) 648.45480 ( 6, 1)
1050.0 / 4645.70600 ( 22, 1) 2028.80200 ( 6, 1) 1158.92700 ( 6, 1) 587.45060 ( 6, 1)
1000.0 / 4285.70100 ( 22, 1) 2024.37800 ( 6, 1) 1095.60600 ( 6, 1) 519.57750 ( 6, 1)
950.0 / 3913.88500 ( 22, 1) 1999.71300 ( 6, 1) 1016.61500 ( 6, 1) 446.1048 ( 6, 1)
900.0 / 3512.64100 ( 6, 1) 1950.56200 ( 6, 1) 921.54680 ( 6, 1) 369.01040 ( 6, 1)
850.0 / 3601.32800 ( 6, 1) 1872.34300 ( 6, 1) 810.94380 ( 6, 1) 291.06390 ( 6, 1)
800.0 / 3662.14600 ( 6, 1) 1760.53300 ( 6, 1) 686.73830 ( 6, 1) 248.41670 ( 1, 1)
750.0 / 3681.25200 ( 6, 1) 1611.17000 ( 6, 1) 552.73770 ( 6, 1) 222.05300 ( 1, 1)
700.0 / 3654.06000 ( 6, 1) 1421.70200 ( 6, 1) 453.16020 ( 1, 1) 187.29650 ( 1, 1)
650.0 / 3554.46500 ( 6, 1) 1192.44800 ( 6, 1) 409.05300 ( 1, 1) 145.53010 ( 1, 1)
600.0 / 3363.70800 ( 6, 1) 932.47500 ( 1, 1) 343.42400 ( 1, 1) 100.27640 ( 1, 1)
550.0 / 3054.34800 ( 6, 1) 864.57810 ( 1, 1) 256.07440 ( 1, 1) 57.46749 ( 1, 1)
500.0 / 2595.13100 ( 6, 1) 726.12430 ( 1, 1) 160.63980 ( 1, 1) 24.20225 ( 1, 1)
450.0 / 2166.37200 ( 1, 1) 503.21220 ( 1, 1) 70.54161 ( 1, 1) 5.83436 ( 1, 1)
400.0 / 1820.84600 ( 1, 1) 252.63420 ( 1, 1) 16.59667 ( 1, 1) .50560 ( 1, 1)
350.0 / 1161.15500 ( 1, 1) 61.01904 ( 1, 1) .96588 ( 1, 1) .00463 ( 1, 1)
300.0 / 362.20410 ( 1, 1) 2.11795 ( 1, 1) .00137 ( 1, 1) .00000 ( 1, 1)
250.0 / 5.83815 ( 1, 1) .00003 ( 1, 1) .00000 ( 1, 1) .00000 ( 1, 1)
200.0 / .00000 ( 1, 1) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
150.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
100.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
50.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
</TABLE>
2ND HIGH
1-HR
SGROUP# 1
*** REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* SECOND HIGHEST 1-HOUR AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER *
* FROM ALL SOURCES *
*FOR THE RECEPTOR GRID*
* MAXIMUM VALUE EQUALS 164469.00000 AND OCCURRED AT ( .0, 200.0) *
<TABLE>
<CAPTION>
AXIS / X-AXIS (METERS)
<S> <C> <C> <C> <C> <C>
TERS) / .0 50.0 100.0 150.0 200.0
----------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 330
<TABLE>
<CAPTION>
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
3000.0 / 10462.60000 ( 40, 1) 13588.29000 ( 40, 1) 14107.99000 ( 40, 1) 11732.92000 ( 40, 1) 77441.60100 ( 40, 1)
2000.0 / 14131.62000 ( 40, 1) 20666.4500 ( 40, 1) 21728.51000 ( 40, 1) 16793.70000 ( 40, 1) 10352.31000 ( 22, 1)
1200.0 / 21284.29000 ( 40, 1) 32876.65000 ( 40, 1) 33789.35000 ( 40, 1) 26998.42000 ( 40, 1) 11110.55000 ( 39, 1)
1150.0 / 22064.04000 ( 40, 1) 34013.33000 ( 40, 1) 34834.39000 ( 40, 1) 28118.06000 ( 40, 1) 10990.42000 ( 39, 1)
1100.0 / 22918.11000 ( 40, 1) 35215.89000 ( 40, 1) 35935.53000 ( 40, 1) 29340.87000 ( 40, 1) 10833.20000 ( 39, 1)
1050.0 / 23858.19000 ( 40, 1) 36489.88000 ( 40, 1) 37100.96000 ( 40, 1) 30680.55000 ( 40, 1) 10631.76000 ( 39, 1)
1000.0 / 24912.59000 ( 40, 1) 37863.19000 ( 40, 1) 38362.57000 ( 40, 1) 32171.09000 ( 40, 1) 10383.43000 ( 39, 1)
950.0 / 26142.46000 ( 40, 1) 39408.98000 ( 40, 1) 39798.60000 ( 40, 1) 33887.29000 ( 40, 1) 10093.52000 ( 39, 1)
900.0 / 27523.73000 ( 40, 1) 41066.34000 ( 40, 1) 42160.16000 ( 22, 1) 35790.90000 ( 40, 1) 10042.45000 ( 23, 1)
850.0 / 29086.88000 ( 40, 1) 42895.74000 ( 22, 1) 44969.54000 ( 22, 1) 37909.05000 ( 40, 1) 10182.66000 ( 23, 1)
800.0 / 30871.14000 ( 40, 1) 45947.00000 ( 22, 1) 48019.02000 ( 22, 1) 40272.57000 ( 40, 1) 10293.48000 ( 23, 1)
750.0 / 32927.59000 ( 40, 1) 49339.46000 ( 22, 1) 51335.66000 ( 22, 1) 42915.81000 ( 40, 1) 10360.09000 ( 23, 1)
700.0 / 35377.32000 ( 40, 1) 53128.22000 ( 22, 1) 54956.11000 ( 22, 1) 45945.38000 ( 40, 1) 10360.80000 ( 23, 1)
650.0 / 38496.14000 ( 40, 1) 57376.20000 ( 22, 1) 58933.47000 ( 22, 1) 49636.51000 ( 40, 1) 10263.91000 ( 23, 1)
600.0 / 42250.97000 ( 40, 1) 62154.27000 ( 22, 1) 63348.38000 ( 22, 1) 53813.97000 ( 40, 1) 10022.64000 ( 23, 1)
550.0 / 46846.56000 ( 40, 1) 67546.66000 ( 22, 1) 68326.91000 ( 22, 1) 58541.25000 ( 40, 1) 9568.27500 ( 23, 1)
500.0 / 52573.52000 ( 40, 1) 73673.41000 ( 22, 1) 74067.55000 ( 22, 1) 64811.69000 ( 22, 1) 9199.98100 ( 6, 1)
450.0 / 59842.51000 ( 40, 1) 80749.30000 ( 22, 1) 80876.80000 ( 22, 1) 73598.96000 ( 22, 1) 9638.22400 ( 6, 1)
400.0 / 69104.20000 ( 40, 1) 89190.16000 ( 22, 1) 89207.79000 ( 22, 1) 84473.97000 ( 22, 1) 8654.65600 ( 22, 1)
350.0 / 81251.19000 ( 40, 1) 99724.50000 ( 22, 1) 99724.88000 ( 22, 1) 97682.76000 ( 22, 1) 7206.90200 ( 1, 1)
300.0 / 97925.82000 ( 22, 1) 113727.70000 ( 22, 1) 113727.70000 ( 22, 1) 113442.40000 ( 22, 1) 7183.43300 ( 1, 1)
250.0 / 128944.80000 ( 22, 1) 134135.40000 ( 22, 1) 134135.40000 ( 22, 1) 134135.00000 ( 22, 1) 3313.01000 ( 6, 1)
200.0 / 164469.00000 ( 22, 1) 164469.00000 ( 22, 1) 164469.00000 ( 22, 1) 164469.00000 ( 22, 1) 21.28261 ( 2, 1)
150.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
100.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
50.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
</TABLE>
2ND HIGH
1-HR
SGROUP# 1
*** REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* SECOND HIGHEST 1-HOUR AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER *
* FROM ALL SOURCES *
*FOR THE RECEPTOR GRID*
* MAXIMUM VALUE EQUALS 164469.00000 AND OCCURRED AT ( .0, 200.0) *
<TABLE>
<CAPTION>
AXIS / X-AXIS (METERS)
METERS) / 250.0 300.0 350.0 400.0
----------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
10000.0 / 2633.65300 ( 40, 1) 2314.41300 ( 40, 1) 1966.36300 ( 40, 1) 1615.18500 ( 40, 1)
5000.0 / 4240.52300 ( 40, 1) 2958.89800 ( 22, 1) 2059.43400 ( 39, 1) 1445.93200 ( 34, 1)
3000.0 / 4989.70800 ( 39, 1) 2794.02200 ( 23, 1) 1949.60500 ( 23, 1) 1261.93300 ( 23, 1)
2000.0 / 4551.53700 ( 23, 1) 2578.66400 ( 23, 1) 1250.73600 ( 23, 1) 776.36940 ( 22, 1)
1200.0 / 3691.36700 ( 23, 1) 1458.17100 ( 22, 1) 844.42050 ( 7, 1) 498.43610 ( 7, 1)
1150.0 / 3515.61600 ( 23, 1) 1328.39300 ( 7, 1) 828.66030 ( 7, 1) 467.95260 ( 7, 1)
1100.0 / 3317.98900 ( 23, 1) 1344.76100 ( 7, 1) 805.06700 ( 7, 1) 432.30520 ( 7, 1)
1050.0 / 3156.51500 ( 6, 1) 1352.58800 ( 7, 1) 772.61790 ( 7, 1) 391.63370 ( 7, 1)
1000.0 / 3284.25800 ( 6, 1) 1349.58500 ( 7, 1) 730.40370 ( 7, 1) 346.38500 ( 7, 1)
950.0 / 3404.70300 ( 6, 1) 1333.14200 ( 7, 1) 677.74360 ( 7, 1) 297.40320 ( 7, 1)
900.0 / 3500.08500 ( 22, 1) 1300.37500 ( 7, 1) 614.36450 ( 7, 1) 278.45660 ( 1, 1)
850.0 / 3046.31600 ( 22, 1) 1248.22800 ( 7, 1) 540.62930 ( 7, 1) 266.65510 ( 1, 1)
800.0 / 2558.48700 ( 22, 1) 1173.68900 ( 7, 1) 486.41900 ( 1, 1) 215.80340 ( 6, 1)
750.0 / 2456.16800 ( 7, 1) 1074.11300 ( 7, 1) 477.74980 ( 1, 1) 148.03530 ( 2, 1)
700.0 / 2436.04000 ( 7, 1) 947.80130 ( 7, 1) 415.14980 ( 6, 1) 124.86430 ( 2, 1)
650.0 / 2369.64400 ( 7, 1) 951.03890 ( 1, 1) 282.87870 ( 6, 1) 97.02005 ( 2, 1)
600.0 / 2242.47200 ( 7, 1) 929.13020 ( 6, 1) 228.94940 ( 2, 1) 66.85092 ( 2, 1)
550.0 / 2187.24100 ( 1, 1) 646.96940 ( 6, 1) 172.04960 ( 2, 1) 38.31166 ( 2, 1)
500.0 / 2273.85300 ( 1, 1) 484.08290 ( 2, 1) 107.09320 ( 2, 1) 16.13483 ( 2, 1)
450.0 / 1963.97200 ( 6, 1) 335.47480 ( 2, 1) 47.02774 ( 2, 1) 3.88957 ( 2, 1)
400.0 / 1219.89700 ( 2, 1) 168.42280 ( 2, 1) 11.06445 ( 2, 1) .33707 ( 2, 1)
</TABLE>
<PAGE> 331
<TABLE>
<CAPTION>
<S> <C> <C> <C> <C> <C> <C> <C> <C>
350.0 / 774.10330 (2,1) 40.67936 (2,1) .64392 (2,1) .00308 (2,1)
300.0 / 241.46940 (2,1) 1.41197 (2,1) .00091 (2,1) .00000 (2,1)
250.0 / 3.89210 (2,1) .00002 (2,1) .00000 (2,1) .00000 (2,1)
200.0 / .00000 (2,1) .00000 (0,0) .00000 (0,0) .00000 (0,0)
150.0 / .00000 (0,0) .00000 (0,0) .00000 (0,0) .00000 (0,0)
100.0 / .00000 (0,0) .00000 (0,0) .00000 (0,0) .00000 (0,0)
50.0 / .00000 (0,0) .00000 (0,0) .00000 (0,0) .00000 (0,0)
.0 / .00000 (0,0) .00000 (0,0) .00000 (0,0) .00000 (0,0)
</TABLE>
<PAGE> 332
SECTION 1. GUIDELINE MODELS
IN UNAMAP (VERSION 6) JULY 86.
BOWMAN ENVIRONMENTAL ENGINEERING REV.6.2
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
<TABLE>
<CAPTION>
<S> <C> <C>
CALCULATE (CONCENTRATION=1,DEPOSITION=2) ISW(1) = 1
RECEPTOR GRID SYSTEM (RECTANGULAR=1 OR 3, POLAR=2 OR 4) ISW(2) = 1
DISCRETE RECEPTOR SYSTEM (RECTANGULAR=1, POLAR=2) ISW(3) = 1
TERRAIN ELEVATIONS ARE READ (YES=1, NO=0), ISW(4) = 0
CALCULATIONS ARE WRITTEN TO TAPE (YES=1,NO=0) ISW(4) = 0
LIST ALL INPUT DATA (NO=0,YES=1,MET DATA ALSO=2) ISW(6) = 2
COMPUTE AVERAGE CONCENTRATION (OR TOTAL DEPOSITION)
WITH THE FOLLOWING TIME PERIODS:
HOURLY (YES=1,NO=0) ISW(7) = 1
2-HOUR (YES=1,NO=0) ISW(8) = 0
3-HOUR (YES=1,NO=0) ISW(9) = 0
4-HOUR (YES=1,NO=0) ISW(10) = 0
6-HOUR (YES=1,NO=0) ISW(11) = 0
8-HOUR (YES=1,NO=0) ISW(12) = 0
12-HOUR(YES=1,NO=0) ISW(13) = 0
24-HOUR (YES=1,NO=0) ISW(14) = 0
PRINT 'N'-DAY TABLE(S) (YES=1,N=0) ISW(15) = 1
PRINT THE FOLLOWING TYPES OF TABLES WHOSE TIME PERIODS ARE
SPECIFIED BY ISW(7) THROUGH ISW(14):
DAILY TABLES (YES=1,NO=0) ISW(16) = 0
HIGHEST & SECOND HIGHEST TABLES (YES=1,NO=0) ISW(l7) = 1
MAXIMUM 50 TABLES (YES=1,NO=0) ISW(18) = 0
METEOROLOGICAL DATA INPUT METHOD (PRE-PROCESSED=1,CARD=2) ISW(19) = 2
RURAL-URBAN OPTION (RU.=0.UR. MODE 1=1,UR. MODE 2=2,UR. MODE 3=3) ISW(20) = 0
WIND PROFILE EXPONENT VALUES (DEFAULTS=1,USER ENTERS=2,3) ISW(21) = 1
VERTICAL POT. TEMP. GRADIENT VALUES (DEFAULTS=1,USER ENTERS=2,3) ISW(22) = 1
SCALE EMISSION RATES FOR ALL SOURCES (NO=0,YES>0) ISW(23) = 0
PROGRAM CALCULATES FINAL PLUME RISE ONLY (YES=1,NO=2) ISW(24) = 1
PROGRAM ADJUSTS ALL STACK HEIGHTS FOR DOWNWASH (YES=2,,NO=0) ISW(25) = 1
PROGRAM USES BUOYANCY INDUCED DISPERSION (YES=1(NO=2) ISW(26) = 1
CONCENTRATIONS DURING CALM PERIODS SET = 0 (YES=1,NO=2) ISW(27) = 2
REG. DEFAULT OPTION CHOSEN (YES=1,NO=2) ISW(28) = 2
TYPE OF POLLUTANT TO BE MODELLED (1=S02,2=OTHER) ISW(29) = 2
DEBUG OPTION CHOSEN (1=YES,2=NO) ISW(30) = 2
NUMBER OF INPUT SOURCES NSOURC = 4
NUMBER OF SOURCE GROUPS (=0,ALL SOURCES) NGROUP = 0
TIME PERIOD INTERVAL TO BE PRINTED (=0,ALL INTERVALS) IPERD = 0
NUMBER Of X (RANGE) GRID VALUES NXPNTS = 9
NUMBER OF Y (THETA) GRID VALUES NYPNTS = 29
NUMBER Of DISCRETE RECEPTORS NXWYPT = 0
NUMBER OF HOURS PER DAY IN METEOROLOGICAL DATA NHOURS = 1
NUMBER Of DAYS OF METEOROLOGICAL DATA NDAYS = 43
SOURCE EMISSION RATE UNITS CONVERSION FACTOR TK = .10000E+07
HEIGHT ABOVE GROUND AT WHICH WIND SPEED WAS MEASURED ZR = 10.00 METERS
LOGICAL UNIT NUMBER OF METEOROLOGICAL DATA IMET = 5
ALLOCATED DATA STORAGE LIMIT = 43500 WORDS
REQUIRED DATA STORAGE FOR THIS PROBLEM RUN HIMIT = 2986 WORDS
</TABLE>
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
<PAGE> 333
(METERS/SEC)
1.54, 3.09, 5.14. 8.23, 10.80,
--- X-COORDINATES OF RECTANGULAR GRID SYSTEM ---
(METERS)
<TABLE>
<CAPTION>
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
.0, 50.0, 100.0, 150.0, 200.0, 250.0, 300.0, 350.0, 400.0,
</TABLE>
--- Y-COORDINATES OF RECTANGULAR GRID SYSTEM ---
(METERS)
<TABLE>
<CAPTION>
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
.0, 50.0, 100.0, 150.0, 200.0. 250.0, 300.0, 350.0, 400.0, 450.0,
500.0, 550.0, 600.0, 650.0, 700.0, 750.0, 800.0. 850.0, 900.0, 950.0,
1000.0, 1050.0, 1100.0, 1150.0, 1200.0, 2000.0. 3000.0, 5000.0, 10000.0.
</TABLE>
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
--- SOURCE DATA ---
<TABLE>
<CAPTION>
EMISSION RATE TEMP. EXIT VET.
TYPE=0,1 TYPE=0 TYPE=0
T W GRAMS/SECOND (DEG.K); (M/SEC); BLDG. BLDG. BLDG.
Y A NUMBER TYPE=2 BASE VERT.DIM HORZ.DIM DIAMETER HEIGHT LENGTH WIDTH
SOURCE P K PART. GRAMS/SECOND X Y ELEV. HEIGHT TYPE=1 TYPE=1,2 TYPE=0 TYPE=0 TYPE=0 TYPE=O
NUMBER E E CATS. *PER METER**2 (METERS) (METERS) (METERS) (METERS) (METERS) (METERS) (METERS) (METERS) (METERS) (METERS)
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
1 2 0 0 .10000E-01 .0 .0 .0 .00 .00 13.65 .00 .00 .00 .00
2 2 0 0 .10000E-01 13.6 .0 .0 .00 .00 13.65 .00 .00 .00 .00
3 2 0 0 .10000E-01 .0 13.6 .0 .00 .00 13.65 .00 .00 .00 .00
4 2 0 0 .10000E-01 13.6 13.6 .0 .00 .00 13.65 .00 .00 .00 .00
</TABLE>
MET. DATA
DAY 1
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 1*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.00. 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 2
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 2*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
</TABLE>
<PAGE> 334
MET. DATA
DAY 3
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 3*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 4
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 4*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 5
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 5*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0000 1 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 6
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 6*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.00 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 7
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
<PAGE> 335
- METEOROLOGICAL DATA FOR DAY 7*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.50 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 8
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 8*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 9
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 9*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 10
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 10*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 11
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 11*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
<S> <C> <C> <C> <C> <C> <C> <C> <C>
</TABLE>
<PAGE> 336
<TABLE>
<CAPTION>
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 4.00 600.0 293.0 .0000 2 .0700 .000000E+00
</TABLE>
MET. DATA
DAY 12
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 12*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 5.00 600.0 293.0 .0000 3 .0700 .OOO0OOE+00
</TABLE>
MET. DATA
DAY 13
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 13*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 14
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 14*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 15
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 15*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 16
<PAGE> 337
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 16*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 4.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 17
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 17*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 5.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 18
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 18*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 7.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 19
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 19*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 10.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 20
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 20*
<PAGE> 338
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 12.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 21
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 21*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 15.00 600.0 293.0 .0000 3 .1000 .000000E+00
</TABLE>
MET. DATA
DAY 22
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 22*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.00 600.0 293.0 .0000 3 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 23
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 23*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.50 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 24
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 24*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
</TABLE>
<PAGE> 339
<TABLE>
<CAPTION>
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 25
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 25*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 1.20 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 26
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 26*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 27
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 27*
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 4.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 28
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 28 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 5.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 29
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
<PAGE> 340
- METEOROLOGICAL DATA FOR DAY 29 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 7.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 30
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 30 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 10.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 31
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 31 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 12.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 32
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 32 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 15.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 33
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 33 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
<S> <C> <C> <C> <C> <C> <C> <C> <C>
</TABLE>
<PAGE> 341
<TABLE>
<CAPTION>
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 20.00 600.0 293.0 .0000 4 .1500 .000000E+00
</TABLE>
MET. DATA
DAY 34
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 34 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0200 5 .3500 .000000E+00
</TABLE>
MET. DATA
DAY 35
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 35 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0200 5 .3500 .000000E+00
</TABLE>
MET. DATA
DAY 36
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 36 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0200 5 .3500 .000000E+00
</TABLE>
MET. DATA
DAY 37
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 37 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 4.00 600.0 293.0 .0200 5 .3500 .000000E+00
</TABLE>
MET. DATA
DAY 38
<PAGE> 342
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 38 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 5.00 600.0 293.0 .0200 5 .3500 .000000E+00
</TABLE>
MET. DATA
DAY 39
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 39 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.00 600.0 293.0 .0350 6 .5500 .000000E+00
</TABLE>
MET. DATA
DAY 40
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 40 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WINO DECAY
VECTOR SPEED HEIGHT TEMP. (DEC. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 2.50 600.0 293.0 .0350 6 .5500 .000000E+00
</TABLE>
MET. DATA
DAY 41
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 41 -
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
-----------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 3.00 600.0 293.0 .0350 6 .5500 .000000E+00
</TABLE>
MET. DATA
DAY 42
--- REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ---
- METEOROLOGICAL DATA FOR DAY 42 -
<PAGE> 343
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 4.00 600.0 293.0 .0350 6 .5500 .000000E+00
</TABLE>
MET. DATA
DAY 43
*** REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* METEOROLOGICAL DATA FOR DAY 43 *
<TABLE>
<CAPTION>
POT. TEMP.
FLOW WIND MIXING GRADIENT WIND DECAY
VECTOR SPEED HEIGHT TEMP. (DEG. K STABILITY PROFILE COEFFICIENT
HOUR (DEGREES) (MPS) (METERS) (DEG. K) PER METER) CATEGORY EXPONENT (PER SEC)
------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
1 .0 5.00 600.0 293.0 .0350 6 .5500 .000000E+00
</TABLE>
'N'-DAY
43 DAYS
SGROUP# 1
*** REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* 43-DAY AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER *
* FROM ALL SOURCES *
* FOR THE RECEPTOR GRID *
* MAXIMUM VALUE EQUALS 20389.74000 AND OCCURRED AT (.0, 50.0) *
<TABLE>
<CAPTION>
Y-AXIS / X-AXIS (METERS)
(METERS) / .0 50.0 100.0 150.0 200.0 250.00 300.0 350.00 400.0
---------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
10000.0 / 15.79957 15.71731 15.28133 14.52919 13.52220 12.33744 11.05612 9.75492 8.49732
5000.0 / 40.97952 40.25610 36.61559 31.03999 24.81765 19.02655 14.25252 10.61006 7.93684
3000.0 / 84.58144 80.95499 64.52261 44.60892 28.58075 18.07337 11.60911 7.57711 5.02192
2000.0 / 154.25790 141.10250 91.00742 48.65674 25.62851 13.95037 7.84880 4.66936 2.98132
1200.0 / 335.13200 270.30760 108.88310 40.68587 16.64517 7.82984 4.21340 2.39835 1.37132
1150.0 / 357.16820 283.55590 108.82170 39.49439 15.87671 7.46412 3.99287 2.22949 1.24069
1100.0 / 381.65690 297.69760 108.51360 38.20426 15.11986 7.11120 3.76841 2.05585 1.10957
1050.0 / 408.99400 312.79020 107.94480 36.82609 14.38971 6.77279 3.54095 1.88000 .98066
1000.0 / 439.97430 329.13110 107.18990 35.39784 13.70413 6.44948 3.31148 1.70451 .85642
950.0 / 476.82860 348.01660 106.63030 34.01977 13.08245 6.13843 3.07954 1.53076 .73832
900.0 / 518.81840 368.26280 105.75420 32.58986 12.50657 5.82950 2.84225 1.35843 .62665
850.0 / 566.94380 389.90020 104.51170 31.13455 11.97065 5.51045 2.59500 1.18627 .52113
800.0 / 622.46050 412.92240 102.84260 29.68662 11.45983 5.16765 2.33361 1.01378 .42193
750.0 / 686.96450 437.27330 100.68560 28.28643 10.95287 4.78969 2.05660 .84265 .33013
700.0 / 762.88540 462.97710 97.99254 26.97657 10.42302 4.36865 1.76591 .67647 .24728
650.0 / 854.95630 490.50790 94.74844 25.78856 9.83819 3.89974 1.46657 .51971 .17478
600.0 / 965.18770 518.66720 90.99932 24.72515 9.16293 3.38170 1.16648 .37675 .11379
550.0 / 1098.68000 546.84890 86.91834 23.74014 8.36134 2.81883 .87580 .25155 .06556
500.0 / 1262.36900 574.08760 82.76600 22.67707 7.37694 2.21464 .60291 .14741 .03115
450.0 / 1465.50700 598.49580 78.53795 21.08586 6.07457 1.55969 .35363 .06825 .01067
400.0 / 1722.40000 618.20360 74.69153 18.83461 4.57246 .95244 .16556 .02248 .00229
350.0 / 2052.21600 628.39020 70.01891 15.32588 2.90628 .44536 .05108 .00408 .00022
300.0 / 2492.29600 626.90480 64.09648 10.90145 1.43693 .13418 .00788 .00028 .00001
250.0 / 3114.60400 610.29660 53.72964 5.91170 .42444 .01659 .00033 .00000 .00000
200.0 / 4033.23200 569.52740 35.91392 1.80682 .03994 .00032 .00000 .00000 .00000
150.0 / 5549.11100 495.09990 13.39069 .12438 .00022 .00000 .00000 .00000 .00000
[ILLEGIBLE]
</TABLE>
<PAGE> 344
*** REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* HIGHEST 1-HOUR AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER *
* FROM ALL SOURCES *
* FOR THE RECEPTOR GRID *
* MAXIMUM VALUE EQUALS 74161.43000 AND OCCURRED AT ( .0, 50.0) *
<TABLE>
<CAPTION>
Y-AXIS / X-AXIS (METERS)
(METERS) / .0 50.0 100.0 150.0 200.0
---------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
10000.0 / 106.56980 ( 39, 1) 105.74830 ( 39, 1) 101.40520 ( 39, 1) 93.97662 ( 39, 1) 84.16580 ( 39, 1)
5000.0 / 268.22060 ( 39, 1) 261.11300 ( 39, 1) 225.81910 ( 39, 1) 173.49890 ( 39, 1) 118.42190 ( 39, 1)
3000.0 / 535.88890 ( 39, 1) 500.91200 ( 39, 1) 347.78870 ( 39, 1) 179.36390 ( 39, 1) 133.99510 ( 22, 1)
2000.0 / 953.48180 ( 39, 1) 828.61230 ( 39, 1) 388.00650 ( 39, 1) 236.75980 ( 22, 1) 143.53510 ( 22, 1)
1200.0 / 2015.22000 ( 39, 1) 1418.77100 ( 39, 1) 519.43380 ( 22, 1) 215.50210 ( 22, 1) 65.60665 ( 6, 1)
1150.0 / 2140.62300 ( 39, 1) 1466.11500 ( 39, 1) 529.28340 ( 22, 1) 204.44330 ( 22, 1) 68.41705 ( 6, 1)
1100.0 / 2278.90300 ( 39, 1) 1513.18300 ( 39, 1) 537.53410 ( 22, 1) 191.50110 ( 22, 1) 71.21363 ( 6, 1)
1050.0 / 2431.87700 ( 39, 1) 1559.14200 ( 39, 1) 543.61930 ( 22, 1) 176.64220 ( 22, 1) 73.93213 ( 6, 1)
1000.0 / 2602.74900 ( 39, 1) 1603.51700 ( 39, 1) 547.54260 ( 22, 1) 160.12280 ( 22, 1) 76.48397 ( 6, 1)
950.0 / 2799.57300 ( 39, 1) 1647.98800 ( 39, 1) 551.76250 ( 22, 1) 142.90390 ( 22, 1) 78.74934 ( 6, 1)
900.0 / 3020.37400 ( 39, 1) 1687.23200 ( 39, 1) 551.42970 ( 22, 1) 124.03130 ( 22, 1) 80.56758 ( 6, 1)
850.0 / 3269.07200 ( 39, 1) 1718.69900 ( 39, 1) 545.20430 ( 22, 1) 131.25850 ( 6, 1) 81.72908 ( 6, 1)
800.0 / 3550.36600 ( 39, 1) 1739.12400 ( 39, 1) 531.52760 ( 22, 1) 139.17200 ( 6, 1) 81.96444 ( 6, 1)
750.0 / 3869.84600 ( 39, 1) 1744.38100 ( 39, 1) 508.68710 ( 22, 1) 146.89670 ( 6, 1) 80.93999 ( 6, 1)
700.0 / 4238.85600 ( 39, 1) 1749.82400 ( 22, 1) 474.97030 ( 22, 1) 153.96860 ( 6, 1) 78.26387 ( 6, 1)
650.0 / 4691.39100 ( 39, 1) 1910.48000 ( 22, 1) 428.98090 ( 22, 1) 159.67450 ( 6, 1) 73.51180 ( 6, 1)
600.0 / 5216.89900 ( 39, 1) 2086.66800 ( 22, 1) 370.18930 ( 22, 1) 162.95640 ( 6, 1) 66.29963 ( 6, 1)
550.0 / 5829.91200 ( 39, 1) 2275.99800 ( 22, 1) 336.61600 ( 6, 1) 162.30700 ( 6, 1) 56.42881 ( 6, 1)
500.0 / 6548.00100 ( 39, 1) 2471.86000 ( 22, 1) 372.02590 ( 6, 1) 155.73230 ( 6, 1) 55.92178 ( 1, 1)
450.0 / 7392.66200 ( 39, 1) 2659.77200 ( 22, 1) 406.68950 ( 6, 1) 140.92150 ( 6, 1) 54.17139 ( 1, 1)
400.0 / 8391.27100 ( 39, 1) 2811.16500 ( 22, 1) 433.73110 ( 6, 1) 133.59570 ( 1, 1) 47.86496 ( 1, 1)
350.0 / 9582.92700 ( 39, 1) 2873.98200 ( 22, 1) 436.71180 ( 6, 1) 131.10350 ( 1, 1) 35.13124 ( 1, 1)
300.0 / 11035.67000 ( 39, 1) 2766.68100 ( 22, 1) 401.52230 ( 6, 1) 113.06350 ( 1, 1) 19.48765 ( 1, 1)
250.0 / 12894.78000 ( 39, 1) 2390.38300 ( 22, 1) 408.37300 ( 1, 1) 73.21488 ( 1, 1) 6.14721 ( 1, 1)
200.0 / 15535.26000 ( 39, 1) 2275.77000 ( 6, 1) 352.83050 ( 1, 1) 25.43256 ( 1, 1) .59076 ( 1, 1)
150.0 / 20129.69000 ( 39, 1) 2583.28200 ( 6, 1) 170.55500 ( 1, 1) 1.83681 ( 1, 1) .00324 ( 1, 1)
100.0 / 30486.79000 ( 39, 1) 2582.70600 ( 1, 1) 9.80891 ( 1, 1) .00076 ( 1, 1) .00000 ( 1, 1)
50.0 / 74161.43000 ( 39, 1) 313.33950 ( 1, 1) .00000 ( 1, 1) .00000 ( 1, 1) .00000 ( 0, 0)
.0 / .00000 ( 0, 0) .00000 ( 1, 1) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
HIGH
1-HR
SGROUP #1
</TABLE>
*** REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* HIGHEST 1-HOUR AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER *
* FROM ALL SOURCES *
* FOR THE RECEPTOR GRID *
* MAXIMUM VALUE EQUALS 74161.43000 AND OCCURRED AT ( .0, 50.0) *
<TABLE>
<CAPTION>
Y-AXIS / X-AXIS (METERS)
(METERS) / 250.0 300.0 350.0 400.0
---------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
10000.0 / 72.84946 ( 39, 1) 60.93524 ( 39, 1) 49.25819 ( 39, 1) 38.48067 ( 39, 1)
5000.0 / 74.60780 ( 22, 1) 63.97096 ( 22, 1) 53.25932 ( 22, 1) 43.05566 ( 22, 1)
3000.0 / 97.94581 ( 22, 1) 66.47884 ( 22, 1) 41.89703 ( 22, 1) 24.51864 ( 22, 1)
</TABLE>
<PAGE> 345
<TABLE>
<S> <C> <C> <C> <C> <C>
2000.0 / 74.51778 ( 22, 1) 33.1304 ( 22, 1) 20.05382 ( 6, 1) 16.00879 ( 6, 1)
1200.0 / 47.11799 ( 6, 1) 31.29161 ( 6, 1) 19.21627 ( 6, 1) 10.91250 ( 6, 1)
1150.0 / 47.84745 ( 6, 1) 30.74840 ( 6, 1) 18.15777 ( 6, 1) 9.85349 ( 6, 1)
1100.0 / 48.32745 ( 6, 1) 29.92286 ( 6, 1) 16.90466 ( 6, 1) 8.71384 ( 6, 1)
1050.0 / 48.48343 ( 6, 1) 28.77534 ( 6, 1) 15.45725 ( 6, 1) 7.51504 ( 6, 1)
1000.0 / 48.22834 ( 6, 1) 27.26956 ( 6, 1) 13.82664 ( 6, 1) 6.28667 ( 6, 1)
950.0 / 47.46125 ( 6, 1) 25.37698 ( 6, 1) 12.03833 ( 6, 1) 5.06662 ( 6, 1)
900.0 / 46.07140 ( 6, 1) 23.08457 ( 6, 1) 10.13561 ( 6, 1) 4.73047 ( 1, 1)
850.0 / 43.94377 ( 6, 1) 20.40445 ( 6, 1) 8.18237 ( 6, 1) 4.43006 ( 1, 1)
800.0 / 40.97264 ( 6, 1) 17.38602 ( 6, 1) 7.68126 ( 1, 1) 4.03559 ( 1, 1)
750.0 / 37.08275 ( 6, 1) 14.12829 ( 6, 1) 7.27766 ( 1, 1) 3.52997 ( 1, 1)
700.0 / 32.26486 ( 6, 1) 13.45207 ( 1, 1) 6.63480 ( 1, 1) 2.92180 ( 1, 1)
650.0 / 26.62191 ( 6, 1) 12.88478 ( 1, 1) 5.73798 ( 1, 1) 2.24453 ( 1, 1)
600.0 / 25.81973 ( 1, 1) 11.76302 ( 1, 1) 4.61219 ( 1, 1) 1.55654 ( 1, 1)
550.0 / 25.19745 ( 1, 1) 10.02101 ( 1, 1) 3.34251 ( 1, 1) .93527 ( 1, 1)
500.0 / 22.99113 ( 1, 1) 7.66490 ( 1, 1) 2.07277 ( 1, 1) .45495 ( 1, 1)
450.0 / 18.40160 ( 1, 1) 4.84739 ( 1, 1) .99092 ( 1, 1) .15749 ( 1, 1)
400.0 / 12.49636 ( 1, 1) 2.37985 ( 1, 1) .33130 ( 1, 1) .03389 ( 1, 1)
350.0 / 6.27996 ( 1, 1) .75097 ( 1, 1) .06048 ( 1, 1) .00333 ( 1, 1)
300.0 / 1.96363 ( 1, 1) .11676 ( 1, 1) .00419 ( 1, 1) .00009 ( 1, 1)
250.0 / .24561 ( 1, 1) .00484 ( 1, 1) .00005 ( 1, 1) .00000 ( 1, 1)
200.0 / .00472 ( 1, 1) .00001 ( 1, 1) .00000 ( 1, 1) .00000 ( 1, 1)
150.0 / .00000 ( 1, 1) .00000 ( 1, 1) .00000 ( 1, 1) .00000 ( 1, 1)
100.0 / .00000 ( 1, 1) .00000 ( 1, 1) .00000 ( 1, 1) .00000 ( 0, 0)
50.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
2ND HIGH
1 - HR
SGROUP # 1
</TABLE>
<TABLE>
<CAPTION>
*** REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* FROM ALL SOURCES *
* FOR THE RECEPTOR GRID *
* MAXIMUM VALUE EQUALS 65153.86000 AND OCCURRED AT ( .0, 50.0) *
Y-AXIS / X-AXIS (METERS)
(METERS) / .0 50.0 100.0 150.0 200.0
-----------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
10000.0 / 85.25583 ( 40, 1) 84.59878 ( 40, 1) 81.12418 ( 40, 1) 75.18129 ( 40, 1) 67.33264 ( 40, 1)
5000.0 / 214.57650 ( 40, 1) 208.89040 ( 40, 1) 180.65530 ( 40, 1) 138.79910 ( 40, 1) 94.73748 ( 40, 1)
3000.0 / 428.71110 ( 40, 1) 400.72960 ( 40, 1) 278.23100 ( 40, 1) 170.21240 ( 22, 1) 92.15483 ( 34, 1)
2000.0 / 762.78550 ( 40, 1) 662.88980 ( 40, 1) 334.42840 ( 22, 1) 157.83990 ( 23, 1) 95.69004 ( 23, 1)
1200.0 / 1612.17600 ( 40, 1) 1135.01700 ( 40, 1) 346.28920 ( 23, 1) 143.66810 ( 23, 1) 60.23695 ( 22, 1)
1150.0 / 1712.49900 ( 40, 1) 1172.89200 ( 40, 1) 352.85570 ( 23, 1) 136.29560 ( 23, 1) 51.52550 ( 22, 1)
1100.0 / 1823.12200 ( 40, 1) 1210.54600 ( 40, 1) 358.35600 ( 23, 1) 127.66740 ( 23, 1) 47.47575 ( 7, 1)
1050.0 / 1945.50200 ( 40, 1) 1247.31300 ( 40, 1) 362.41280 ( 23, 1) 117.76150 ( 23, 1) 49.28809 ( 7, 1)
1000.0 / 2082.19900 ( 40, 1) 1282.81300 ( 40, 1) 365.02840 ( 23, 1) 108.75970 ( 6, 1) 50.98932 ( 7, 1)
950.0 / 2239.65800 ( 40, 1) 1381.39100 ( 40, 1) 367.84170 ( 23, 1) 115.91500 ( 6, 1) 52.49956 ( 7, 1)
900.0 / 2416.30000 ( 40, 1) 1349.78600 ( 40, 1) 367.61980 ( 23, 1) 123.44770 ( 6, 1) 53.71173 ( 7, 1)
850.0 / 2615.25700 ( 40, 1) 1374.95900 ( 40, 1) 363.46960 ( 23, 1) 103.96400 ( 22, 1) 54.48606 ( 7, 1)
800.0 / 2840.29300 ( 40, 1) 1474.97100 ( 22, 1) 354.35170 ( 23, 1) 92.78136 ( 7, 1) 54.64296 ( 7, 1)
750.0 / 3095.87700 ( 40, 1) 1604.92900 ( 22, 1) 339.12480 ( 23, 1) 97.93112 ( 7, 1) 53.96000 ( 7, 1)
700.0 / 3391.08500 ( 40, 1) 1731.27700 ( 39, 1) 316.64690 ( 23, 1) 102.64580 ( 7, 1) 52.17591 ( 7, 1)
650.0 / 3753.11300 ( 40, 1) 1702.68900 ( 39, 1) 285.98720 ( 23, 1) 106.44970 ( 7, 1) 49.00787 ( 7, 1)
600.0 / 4173.52000 ( 40, 1) 1641.17200 ( 39, 1) 303.17170 ( 6, 1) 108.63760 ( 7, 1) 48.77045 ( 1, 1)
550.0 / 4463.92900 ( 40, 1) 1563.57200 ( 34, 1) 299.77810 ( 22, 1) 108.20470 ( 7, 1) 53.12975 ( 1, 1)
500.0 / 5238.40100 ( 40, 1) 1647.90700 ( 23, 1) 248.01730 ( 7, 1) 110.26360 ( 1, 1) 44.12977 ( 6, 1)
450.0 / 5914.12900 ( 40, 1) 1773.18100 ( 23, 1) 271.12630 ( 7, 1) 123.60240 ( 1, 1) 36.11427 ( 2, 1)
400.0 / 6713.01800 ( 40, 1) 1874.11000 ( 23, 1) 289.15410 ( 7, 1) 115.74780 ( 6, 1) 31.90997 ( 2, 1)
350.0 / 7666.34100 ( 40, 1) 1915.98800 ( 23, 1) 325.75220 ( 1, 1) 87.40237 ( 2, 1) 23.42083 ( 2, 1)
300.0 / 8828.53700 ( 40, 1) 1844.45400 ( 23, 1) 381.64870 ( 1, 1) 75.37566 ( 2, 1) 12.99177 ( 2, 1)
250.0 / 10734.22000 ( 22, 1) 1798.61300 ( 6, 1) 305.76380 ( 6, 1) 48.80992 ( 2, 1) 4.09814 ( 2, 1)
</TABLE>
<PAGE> 346
<TABLE>
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
[copy missing] 1.22954 ( 1) .00216 ( 2, 1)
100.0 / 28538.50000 ( 22, 1) 1785.73900 ( 3, 1) 6.53927 ( 2, 1) .00050 ( ,1) .00000 ( 2, 1)
50.0 / 65153.86000 ( 22, 1) 208.89300 ( 2, 1) .00000 ( 2, 1) .00000 ( 2, 1) .00000 ( 0, 0)
.0 / .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
</TABLE>
2ND HIGH
1-HR
SGROUP# 1
***REDWOOD CITY REFUSE FILL AREA SOURCE MODELING ***
* SECOND HIGHEST 1-HOUR AVERAGE CONCENTRATION MICROGRAMS/CUBIC METER *
* FROM ALL SOURCES *
* FOR THE RECEPTOR GRID *
* MAXIMUM VALUE EQUALS 65153.8600 AND OCCURRED AT ( .0, 50.0 *
<TABLE>
<CAPTION>
Y-AXIS / X-AXIS (METERS)
METERS) / 250.0 300.0 350.0 400.0
---------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
10000.0 / 58.27957 ( 40, 1) 48.74819 ( 40, 1) 39.40655 ( 40, 1) 30.78454 ( 40, 1)
5000.0 / 71.80651 ( 39, 1) 46.57524 ( 34, 1) 35.50621 ( 23, 1) 28.70377 ( 23, 1)
3000.0 / 65.29721 ( 23, 1) 44.31923 ( 23, 1) 27.93135 ( 23, 1) 16.34576 ( 23, 1)
2000.0 / 49.67852 ( 23, 1) 24.34994 ( 6, 1) 13.36922 ( 7, 1) 10.67252 ( 7, 1)
1200.0 / 31.41200 ( 7, 1) 20.86107 ( 7, 1) 12.81085 ( 7, 1) 7.27500 ( 7, 1)
1150.0 / 31.89830 ( 7, 1) 20.49894 ( 7, 1) 12.10518 ( 7, 1) 6.56899 ( 7, 1)
1100.0 / 32.21830 ( 7, 1) 19.94857 ( 7, 1) 11.26978 ( 7, 1) 5.80923 ( 7, 1)
1050.0 / 32.32229 ( 7, 1) 19.18356 ( 7, 1) 10.30483 ( 7, 1) 5.48266 ( 7, 1)
1000.0 / 32.15223 ( 7, 1) 18.17970 ( 7, 1) 9.21776 ( 7, 1) 5.21567 ( 1, 1)
950.0 / 31.64083 ( 7, 1) 16.91799 ( 7, 1) 8.02555 ( 7, 1) 4.97658 ( 1, 1)
900.0 / 30.71427 ( 7, 1) 15.38971 ( 7, 1) 7.95827 ( 1, 1) 3.89956 ( 6, 1)
850.0 / 29.29585 ( 7, 1) 13.60297 ( 7, 1) 7.88668 ( 1, 1) 2.95337 ( 2, 1)
800.0 / 27.31509 ( 7, 1) 13.37578 ( 1, 1) 6.26275 ( 6, 1) 2.69039 ( 2, 1)
750.0 / 24.72184 ( 7, 1) 13.57635 ( 1, 1) 4.85177 ( 2, 1) 2.35331 ( 2, 1)
700.0 / 24.35073 ( 1, 1) 10.78943 ( 6, 1) 4.42320 ( 2, 1) 1.94787 ( 2, 1)
650.0 / 25.41335 ( 1, 1) 8.58985 ( 2, 1) 3.82532 ( 2, 1) 1.49636 ( 2, 1)
600.0 / 20.42486 ( 6, 1) 7.84201 ( 2, 1) 3.07479 ( 2, 1) 1.03769 ( 2, 1)
550.0 / 16.79830 ( 2, 1) 6.68068 ( 2, 1) 2.22834 ( 2, 1) .62351 ( 2, 1)
500.0 / 15.32742 ( 2, 1) 5.10993 ( 2, 1) 1.38185 ( 2, 1) .30330 ( 2, 1)
450.0 / 12.26774 ( 2, 1) 3.23159 ( 2, 1) .66062 ( 2, 1) .10499 ( 2, 1)
400.0 / 8.33091 ( 2, 1) 1.58657 ( 2, 1) .22087 ( 2, 1) .02260 ( 2, 1)
350.0 / 4.18664 ( 2, 1) .50065 ( 2, 1) .04032 ( 2, 1) .00222 ( 2, 1)
300.0 / 1.30908 ( 2, 1) .07784 ( 2, 1) .00279 ( 2, 1) .00006 ( 2, 1)
250.0 / .16374 ( 2, 1) .00322 ( 2, 1) .00003 ( 2, 1) .00000 ( 2, 1)
200.0 / .00315 ( 2, 1) .00001 ( 2, 1) .00000 ( 2, 1) .00000 ( 2, 1)
150.0 / .00000 ( 2, 1) .00001 ( 2, 1) .00000 ( 2, 1) .00000 ( 2, 1)
100.0 / .00000 ( 2, 1) .00001 ( 2, 1) .00000 ( 2, 1) .00000 ( 0, 0)
50.0 / .00000 ( 0, 0) .00001 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
.0 / .00000 ( 0, 0) .00001 ( 0, 0) .00000 ( 0, 0) .00000 ( 0, 0)
</TABLE>
<PAGE> 347
APPENDIX III
Table S-1 From FEIR
<PAGE> 348
Table S-1. SUMMARY OF ENVIRONMENTAL IMPACTS AND MITIGATION
<TABLE>
<CAPTION>
--------------------------------------------------------------------------------------------------------------------------
PROPOSED RESIDENTIAL/COMMERCIAL PROJECT IMPACTS OF ALTERNATIVES
Impact Mitigation All Office Park Reduced Residential Density
---------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C>
Geology and Soils
Settlement of the site Conceptual building Impacts would be the same Impacts would be the same
would occur. Buildings design and structural as for the proposed as for the proposed
and structures would be measures have been re- project. project.
subject to ground shaking commended for this site.
from earthquakes. The City would require
that a geotechnical
assessment be conducted of
the detailed building designs
and site plans that would
be submitted during the
Plan Development review
process.
Land Use, Public Plans, and Policies
The residential portion The project applicant has This alternative is Impacts would be the same
of the project is applied to make the consistent with the current as for the proposed
inconsistent with the necessary revisions to Specific Plan, zoning, project.
current Westport Specific the Specific Plan and and General Plan.
Plan, zoning, and General zoning; the City of Redwood
Plan. A portion of City must approve these
lands adjacent to changes. The site plan
Peninsula Landing provides for some landscaped
designated open spaces areas adjacent to Peninsula
would be changed to Landing. A shoreline public
multifamily residential. park has been proposed that
would provide open space area
along the Belmont Slough.
</TABLE>
S-3
<PAGE> 349
Table S-1. SUMMARY OF ENVIRONMENTAL IMPACTS AND MITIGATION (continued)
<TABLE>
<CAPTION>
------------------------------------------------------------------------------------------------------------
PROPOSED RESIDENTIAL/COMMERCIAL PROJECT IMPACTS OF ALTERNATIVES
Impact Mitigation All Office Park Reduced Residential Density
------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C>
Air Quality
Construction would Dust would be minimized Impacts would be the Impacts would be the same
result in short-term by watering of the project same as for the proposed as for the proposed
dust emissions. site during construction. project. project.
Emissions from project- Project design and facil- Cumulative vehicle Emissions from traffic
related traffic are ities are proposed that emissions would be would be approximately
predicted to exceed would reduce vehicle use. higher than for the 8 percent lower than for
levels of significance The project would have proposed project, the proposed project.
suggested by the Bay both residential and although the difference
Area Air Quality Manage- commercial uses, allowing is negligible.
ment District. the opportunity for resi-
dents to work near home
and avoid driving to work.
Natural decomposition of Gas extraction and control Impacts would be the same Impacts would be the same
the former refuse land- measures have been recom- as for the proposed as for the proposed
fill material at the mended for the project and project. project.
site is a source of site. During Plan Devel-
landfill gases. opment review, the City
would require that the
detailed building designs
and site plan be reviewed
by a qualified specialist
to determine specific gas
control measures, and all
designs would be subject
to approval by the City.
</TABLE>
S-4
<PAGE> 350
Table S-1. SUMMARY OF ENVIRONMENTAL IMPACTS AND MITIGATION (continued)
<TABLE>
<CAPTION>
----------------------------------------------------------------------------------------------------------------------------
PROPOSED RESIDENTIAL/COMMERCIAL PROJECT IMPACTS OF ALTERNATIVES
Impact Mitigation All Office Park Reduced Residential Density
----------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C>
Noise
Temporary construction Control measures and Impacts would be approx- Impacts would be approx-
noise impacts would limiting construction imately the same as for imately the same as for
occur. to daytime hours are the proposed project. the proposed project.
recommended to minimize
construction noise.
Residents of the project Insulation and building Office workers would be Impacts would be approx-
may be disturbed by design would minimize less affected by noise imately the same as for
aircraft noise. interior noise levels. at the project site since the proposed project.
Measures are unavailable exposure would be limited
to reduce exterior noise to daytime hours.
levels at homes
resulting from aircraft.
The project applicant
would be required to inform
residents of the potential
for disturbance from a
aircraft noise.
Biological Resources
The project site has As an offsetting measure Impacts would be the same Impacts would be the same
been highly disturbed the 13-acre parcel would as for the proposed as for the proposed
in the past; the proposed be enhanced (if allowed project. project.
project would not affect by agencies having
biological resources at jurisdiction over the parcel)
the site. The adjacent through introduction of tidal
state-owned tidal area influence, and would be
could be affected by protected by fencing. Pets
increased use of the would be prohibited within
site. the residential development.
</TABLE>
S-5
<PAGE> 351
Table S-1. SUMMARY OF ENVIRONMENTAL IMPACTS AND MITIGATION (continued)
<TABLE>
<CAPTION>
----------------------------------------------------------------------------------------------------------------
PROPOSED RESIDENTIAL/COMMERCIAL PROJECT IMPACTS OF ALTERNATIVES
Impact Mitigation All Office Park Reduced Residential Density
----------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C>
Visual Resources
Some views from adjoin- The site plan has been Total building coverage Impacts would be slightly
ing properties across revised to cluster devel- of the site would be reduced due to fewer
the site would be re- opment to the extent slightly less, allowing buildings and greater
duced. The site would possible. A shoreline more site acreage to be extent of landscaped open
no longer appear from park would be constructed parking, landscaping, and space area.
distant view points as to provide public shore- open space.
a sparsely vegetated line access and viewing
plain. points.
Socioeconomics
Additional students The applicant would Increases in school Increases in school
would be added to the negotiate new development district enrollment would district enrollment, and
Belmont and Sequoia agreements for additional be avoided. Demand for sewer and water demand,
School Districts, but sewer and water demand. housing in the regional would be slightly reduced
available capacity area would increase due in comparison to the
exists to accommodate to the creation of a new proposed project.
these students. Addi- employment center with no
tional sewer capacity corresponding housing
and water supply would provided. Sewer and water
be needed. capacity would not be
impacted since existing
development agreements
are adequate.
Parks and Recreation
New residents and work- Public recreation, park Impacts would be approx- Impacts would be approx-
ers would use existing and shoreline access imately the same as for imately the same as for
nearby recreational facilities would be in- the proposed project. the proposed project.
facilities. cluded in the proposed
development.
</TABLE>
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Table S-1. SUMMARY OF ENVIRONMENTAL IMPACTS AND MITIGATION (concluded)
<TABLE>
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PROPOSED RESIDENTIAL/COMMERCIAL PROJECT IMPACTS OF ALTERNATIVES
Impact Mitigation All Office Park Reduced Residential Density
----------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C>
Traffic
Additional project- Traffic improvement Additional daily traffic Additional daily traffic
related traffic would measures include new would be greater than for would be less than for the
result in deteriorated signal controls and the proposed project. proposed project. Deter-
operating conditions at turn lanes. Deteriorated operating iorated operating con-
identified local inter- conditions would occur at ditions would still occur
sections. local intersections. at local intersections.
Project development No mitigation identified. Impacts would be the same Impacts would be the same
would preclude the as for the proposed as for the proposed
construction of a project. project.
Belmont Slough vehicle
crossing.
----------------------------------------------------------------------------------------------------------------
</TABLE>
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================================================================================
REVISED DISCHARGE MONITORING PLAN
Westport Landfill Site
Redwood City, California
Prepared for
Westport Investments
May 1996
Project No. 2965.02
================================================================================
GEOMATRIX CONSULTANTS
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[GEOMATRIX LOGO]
100 Pine Street, 10th Floor
San Francisco, CA 94111
(415) 434-9400 o FAX (415) 434-1365
31 May 1996
Project 2965
Mr. Abdul Karim Yusufzai
California Regional Water Quality Control Board
San Francisco Bay Region
2101 Webster Street, Suite 500
Oakland, California 94612
Subject: Revised Discharge Monitoring Plan
Westport Landfill, Redwood City, San Mateo County
Dear Mr. Yusufzai:
This letter transmits the Revised Discharge Monitoring Plan for the Westport
Landfill site located in Redwood City, California. The subject report was
prepared by Geomatrix Consultants, Inc. on behalf of Westport Investments in
accordance with Specification 20 of the California Regional Water Quality
Control Board - San Francisco Bay Region (RWQCB) Order No. 94-181, and the 1
December letter from the RWQCB to Mr. Gary Moiseff of Vance M. Brown & Sons,
Inc.
As noted in the Discharge Monitoring Plan, the monitoring well locations at the
site were recently surveyed by others on behalf of Westport Investments. The
survey data indicated that several of the well locations presented on site plans
based on previous surveys were inaccurate. Site plans included in this report
show the new survey locations of the site wells. The results of this survey
indicate that the spacing between existing wells P-7, P-3, MW-4, and K-4 is
generally consistent, and an additional well between K-3 and K-4 as previously
proposed (proposed well MW-4 location in the September 1995 DRAFT DMP) does not
appear needed or appropriate.
We appreciate your attention on this DMP. Please call either of the undersigned
with questions or comments.
Sincerely yours,
GEOMATRIX CONSULTANTS, INC.
/s/ [Signature Illegible] for /s/ [Signature Illegible] for
------------------------------ ------------------------------
Amanda L. Spencer, R.G., P.E. Cynthia L. Shaw, G.E.
Senior Hydrogeologist Principal Engineer
cc: Mr. Curtis Scott, RWQCB (w/Enclosure)
Mr. Gary Moiseff, Vance M. Brown & Sons (w/Enclosure)
Mr. Greg Schirle, County of San Mateo (w/Enclosure)
GEOMATRIX CONSULTANTS, INC.
Engineers, Geologists, and Environmental Scientists
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================================================================================
REVISED DISCHARGE MONITORING PLAN
Westport Landfill Site
Redwood City, California
Prepared for
Westport Investments
May 1996
Project No. 2965.02
================================================================================
GEOMATRIX CONSULTANTS
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TABLE OF CONTENTS
<TABLE>
<CAPTION>
Page
----
<S> <C> <C>
1.0 INTRODUCTION .......................................................... 1
1.1 OBJECTIVE ................................................... 1
1.2 SCOPE OF WORK ............................................... 1
2.0 BACKGROUND ............................................................ 2
2.1 SITE SETTING, HISTORY, AND DESCRIPTION ...................... 2
2.2 PROPOSED FUTURE SITE USE AND CURRENT ACTIVITIES ............. 5
2.2.1 Development Plans .................................... 5
2.2.2 Current Activities ................................... 5
2.3 PREVIOUS ENVIRONMENTAL INVESTIGATIONS AND RESULTS ........... 6
2.3.1 Previous Investigations ............................... 6
2.3.2 Analytical Data Summary ............................... 9
3.0 DEVELOPMENT OF THE MONITORING PROGRAM ................................. 11
3.1 CONSTITUENTS OF CONCERN ..................................... 11
3.1.1 Volatile Organic Compounds ............................ 12
3.1.2 Semivolatile Organic Compounds ........................ 14
3.1.3 PCBs .................................................. 15
3.1.4 Pesticides ............................................ 16
3.1.5 Metals ................................................ 17
3.1.6 Water Quality Parameters .............................. 18
3.2 CONCENTRATION LIMITS ........................................ 19
3.3 POINTS OF COMPLIANCE ........................................ 21
3.4 WQPS SUMMARY ................................................ 23
4.0 PROPOSED MONITORING PLAN .............................................. 24
4.1 SCHEDULE .................................................... 24
4.2 METHODOLOGY ................................................. 24
4.2.1 Water Level Measurements .............................. 24
4.2.2 Monitoring Well Sampling .............................. 25
4.2.3 Laboratory Analysis ................................... 26
4.2.4 Quality Assurance/Quality Control ..................... 26
4.2.5 Reporting ............................................. 28
4.3 STATISTICAL EVALUATION OF DATA .............................. 28
5.0 REFERENCES ............................................................ 31
</TABLE>
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TABLE OF CONTENTS (Continued)
LIST OF TABLES
Table 1 General Water Quality Parameters Detected in Groundwater and
Surface Water
Table 2 Metal Concentrations Detected in Groundwater and Surface Water
Table 3 VOC Concentrations Detected in Groundwater and Surface Water
Table 4 SVOC Concentrations Detected in Groundwater and Surface Water
Table 5 Herbicides, PCB and Pesticide Concentrations Detected in
Groundwater and Surface Water
Table 6 Constituents of Concern
Table 7 Volatile Organic Compounds-Frequency of Detections
Table 8 Semivolatile Organic Compounds-Frequency of Detections
Table 9 Polychlorinated Biphenyls-Frequency of Detections
Table 10 Pesticides-Frequency of Detections
Table 11 Metals-Maximum Concentrations Comparison
Table 12 Metals-Frequency of Detections
Table 13 Concentration Limits
Table 14 Monitoring Schedule
LIST OF FIGURES
Figure 1 Site Location Map
Figure 2 Topographic Site Plan with Monitoring Well Locations
Figure 3 Shallow Groundwater Elevation Contour Map - 1 May 1995
Figure 4 Extent of Refuse Fill
Figure 5 Point-of-Compliance Sampling Locations
LIST OF APPENDICES
Appendix A Engineering Plans for the Cut-Off Wall
Appendix B Refuse Limit Definition
Appendix C Schematic of Reconstructed Cap
Appendix D Point-of-Compliance Wells Boring Logs
Appendix E Quality Assurance/Quality Control Procedures
(ii)
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REVISED DISCHARGE MONITORING PLAN
Westport Landfill Site
Redwood City, California
1.0 INTRODUCTION
This revised discharge monitoring report was prepared on behalf of Westport
Investments by Geomatrix Consultants, Inc. (Geomatrix), for the former Westport
Landfill site in Redwood City, California (Site; Figure 1). It was prepared in
accordance with Regional Water Quality Control Board (RWQCB) Order No. 94-181
(the Order), the 1 December 1995 letter from the RWQCB to Mr. Gary Moiseff of
Vance M. Brown Sons, Inc. (Vance Brown), and guidelines provided in Article 5,
Title 23, Chapter 15 of the California Code of Regulations (CCR). The report is
organized into five sections: Section 1.0 is an introduction to the report with
a discussion of the objective and scope of work; Section 2.0 provides background
information (including landfill history, geologic setting, and previous
analytical results); Section 3.0 presents the water quality protection standard
for the monitoring program; and Section 4.0 presents the Proposed Monitoring
Plan. References are included in Section 5.0.
1.1 OBJECTIVE
The overall objective of the monitoring program is to evaluate whether refuse at
the Site is causing a long-term adverse effect on the environment. This
objective is accomplished by development of a water quality protection standard
and compliance with the requirements of Article 5, Chapter 15 (Water Quality
Monitoring and Response Programs for Waste Management Units) of Title 23 in the
CCR ("Article 5").
1.1 SCOPE OF WORK
To develop a monitoring program that complies with the overall requirements of
Article 5, Geomatrix performed the following scope of work:
o developed a list of constituents of concern (COCs) to be monitored (as
required in Section 2550.3, Article 5), based on historical chemical
data generated at the Site;
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o developed concentration limits for the identified COCs that have no
adverse effect on the environment (as described in Section 2550.4,
Article 5);
o identified points of compliance on the Site (as required by Section
2550.5, Article 5); and
o developed a monitoring program and statistical evaluation method (as
described in Sections 2550.7 and 2550.8, Article 5) to evaluate the data
generated during the monitoring program.
2.0 BACKGROUND
This section provides background information on the Site, including a
description of the landfill history, monitoring systems, and subsurface geology,
and a summary of the previous investigations conducted at the Site and
historical analytical results.
2.1 SITE SETTING, HISTORY, AND DESCRIPTION
Location: The Site is located along the western shore of San Francisco Bay,
within the city limits of Redwood City, California. It covers approximately 80
acres and is bounded by Marine World Parkway and residences to the south and
east, and Belmont Slough to the north and west (Figures 1 and 2).
Site History: The Site and vicinity was tidal marshland until approximately
1910. Dikes were constructed around this time and the region was then used for
pasture. A pig farm was located on a portion of the Site until the mid-1950s
(Levine-Fricke, 1989).
The Site was operated as a landfill for domestic waste from approximately 1948
until 1970 (Levine-Fricke, 1989). From 1948 to 1957, combustible waste was
burned on site and the incinerator ash was placed in the southwestern portion of
the Site (Levine-Fricke, 1989). Disposal of domestic waste ceased in 1970;
construction fill was brought to the Site and grading was conducted at various
times after 1970.
In 1975, the owners of the Site requested approval from the RWQCB to terminate
operation
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and abandon the former refuse disposal area. In response, the RWQCB issued waste
discharge requirements (Waste Discharge Requirements [WDR], Order No. 76-77).
The landfill owners then performed post-closure activities, which included
filling and grading of low-lying areas to prevent ponding of surface water
(mid-1970s through 1984), constructing a clay cap to protect surface water and
groundwater (1975 through 1980), constructing a leachate collection trench and
gas monitoring system (1980), and sealing perimeter dikes (Woodward-Clyde
Consultants, June 1988).
Geologic Setting and Hydrogeology: The Site is located along the western edge of
San Francisco Bay in a region that was characterized as tidal marsh until the
construction of levees during the early 1900s. This allowed for use of the land
for pastures and then later for commercial and residential development.
The natural sediments below the landfill consist primarily of Bay Mud deposits,
comprised of organic clay and silty clay, to a depth of approximately 36 to 63
feet below ground surface (bgs). Stiff to very stiff sandy clay/clayey sand
deposits comprise the first water bearing zone below the refuse. The sandy units
are generally about 2 to 12 feet in thickness, occur at depths of between
approximately 35 and 140 feet bgs and do not appear to be laterally continuous.
The sandy clay/clayey sand deposits are, in turn, underlain by silty clay
(Levine-Fricke, 1989) to a depth of approximately 200 feet bgs (Cooper
Engineers, 1983). According to a report by Cooper Engineers (1983), a sequence
of clay, sand, and gravel underlies the stiff silty and sandy clays to depths
ranging from 300 to 500 feet bgs. Beneath the clay, sand, and gravel of this
alluvial sequence is Mesozoic Franciscan Assemblage basement rock.
Adjacent to the Bay, the regional groundwater table is very flat, and horizontal
and vertical flow within the fine-grained Bay Mud sediments is restricted. At
the Site, where refuse disposal has caused the land surface to be elevated, the
groundwater potentiometric surface reflects that topography, and the groundwater
gradient slopes radially away from the topographic highs within the refuse layer
(Figure 3). The horizontal hydraulic conductivity of
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the refuse has been estimated at approximately 16 to 19 ft/day and two to three
orders of magnitude greater than the conductivity estimated for the adjacent Bay
Mud (approximately 0.003 to 0.16 ft/day) (Levine-Fricke, 1989). The low
permeability of the Bay Mud, which surrounds the refuse, restricts both
horizontal and vertical migration of leachate from the refuse areas.
Landfill Description: To accommodate the waste disposal at the time of
construction, native sediments consisting primarily of Bay Mud were excavated to
depths of 10 to 15 feet from several areas of the Site (Cooper Engineers, 1983).
Liner material reportedly was not used to separate the waste from the underlying
clay. The primary areas of waste disposal are located in the northwestern and
southeastern portions of the Site (Figure 2). The elongated elevated area in the
southwestern portion of the Site is referred to as the "Panhandle"; the other
elevated area in the northeastern portion of the Site is referred to as the
"Mound" (Figure 3). Thinner layers (approximately 1/2 foot to 4 feet) of refuse
have been observed in the lower lying region west of the Panhandle and the
Mound.
Prior to recent reconstruction of a low-permeability cap (discussed in Section
2.3.2) and grading for the proposed development of the Site, the ground surface
elevations at the Site were: 5 to 7 feet above mean sea level (msl) in the
low-lying area west of the Mound; 7 to 10 feet above msl in the Panhandle area;
and 10 to 30 feet above msl in the Mound area. (Elevations at the site have also
been reported in feet Redwood City Datum [RCD], which is equal to msl plus 100
feet). The elevation of a perimeter dike is approximately 7 feet above msl].
Based on Site boring logs, refuse at the Site consists of decomposed garbage
(primarily paper and glass fragments with a minor amount of ash, plastic, wood,
brick, and rock fragments) mixed with soil. In the low-lying area, the layer of
refuse ranges from 1/2 to 4 feet in thickness; in the Panhandle area it ranges
from 4 to 24 feet in thickness; and in the Mound area it ranges from 4 to 35
feet in thickness. Across the Site, the layer of refuse is saturated with water.
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The original cap constructed at the landfill reportedly consisted of 1 to 9 feet
of clay, as described in the Landfill Cap Construction Plan (Geomatrix, 14
February 1995). An 18-inch-wide leachate collection trench and gas-migration
barrier extends vertically through the refuse to a depth of 8 to 13 feet along
the southeastern boundary of the Site (Figure 3). The trench collects leachate
and inhibits southerly groundwater flow as groundwater and leachate are
automatically or periodically pumped out of the trench to the sanitary sewer. To
monitor potential gas migration at the Site, a series of probes have been
installed at various depths into the refuse and into the shallow sediments on
the lower lying region to the west.
A cut-off wall was installed along Marine World Parkway during development of
the adjacent residential property to prevent migration of gas into the
surrounding homes (Figure 2). The cut-off wall consists of a 3-foot-wide wall of
low-permeability clay installed from ground surface to mean sea level (i.e., 100
feet RCD), so that it penetrates several feet into the Bay Mud. This cut-off
wall further limits the flow of groundwater from the Site. Engineering plans for
the cut-off wall are contained in Appendix A.
2.2 PROPOSED FUTURE SITE USE AND CURRENT ACTIVITIES
Proposed development plans and current site activities are described below.
2.2.1 DEVELOPMENT PLANS
Current development plans for the Site include construction of the Westport
Office Park. The Westport Office Park will consist of 20 one- to two-story
commercial buildings that will be constructed in phases. Most of the Site will
be covered by asphalt or concrete pavement, or buildings once the development is
complete.
2.2.2 CURRENT ACTIVITIES
Site preparation activities, including grading, and cap reconstruction, have
been ongoing since June, 1995 to prepare for Site development. The cap
reconstruction was completed by the end of May 1996. As part of preparation work
for the proposed development, additional fill was
5
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placed in the low-lying areas of the Site to meet final grade requirements, and
the thickness of the clay cap and the extent of the refuse fill were
investigated. During this investigation, the refuse fill was found to extend
beyond the previously identified limits based on soil borings drilled at various
locations and test pits excavated on a grid pattern across the low-lying area.
Based on this work, the lateral limit of refuse at the Site has been revised as
shown on Figure 4. Details of the test pit program are included in Appendix B.
The test pit and soil boring program also identified areas where the thickness
and makeup of the clay cap did not meet the requirements for a final cover
according to Article 8, Section 2581 of Chapter 15 of the CCR. To meet the
requirements, a minimum of 1 foot of low-permeability material, such as Bay Mud,
and a 1-foot protective layer has been placed across the former landfill areas.
Work has been completed to extend the cap to cover the newly defined extent of
refuse. In addition, a cut-off wall is in the process of being constructed at
the outer boundaries of the refuse areas. The cut-off wall will consist of the
low-permeability layer within the cap which has been keyed into the adjacent Bay
Mud to minimize potential future migration of leachate from the landfill. This
new cut-off wall, in addition to the existing cut-off wall along the eastern
boundary of the site effectively isolates the refuse fill area. Schematic design
drawings illustrating the cap construction and low-permeability "key" are
contained in Appendix C. A report of this work will be submitted under separate
cover. It should be noted that topographic contours presented on figures in this
report are based on pre-construction site conditions. In addition, monitoring
well locations were recently surveyed; figures in this report reflect the
surveyed locations of the monitoring wells. Several monitoring well locations
(specifically K-1, K-2, K-3, K-4, K-5, P-2A, P-2B, P-3, P-4, P-6, P-7, P-8,
S-1A, S-4A, MW-2) were shifted from locations shown in previously submitted site
plans to accurately reflect the surveyed positions.
2.3 PREVIOUS ENVIRONMENTAL INVESTIGATIONS AND RESULTS
2.3.1 PREVIOUS INVESTIGATIONS
Environmental investigations of the Site were initiated in 1988, and several
investigations have been conducted since that time, including a preliminary
environmental investigation, a shallow
6
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groundwater quality survey, a Solid Waste Assessment Test (SWAT), soil and
groundwater investigations for a Risk Assessment, quarterly monitoring for an
addendum to the SWAT, and semi-annual monitoring in accordance with the Order.
An additional two quarters of monitoring were completed in November 1995 and
March 1996 in accordance with the 1 December 1995 letter from the RWQCB to Mr.
Gary Moiseff of Vance Brown. During the investigations, 19 shallow
groundwater/leachate monitoring wells were installed to monitor shallow
groundwater within and outside the limits of refuse at the Site, 4 deeper wells
were installed to monitor groundwater in the first permeable zone beneath the
refuse, and 2 wells (1 shallow and 1 deep) were installed on the east side of
the cut-off wall and leachate collection trench to monitor groundwater quality
upgradient of the Site. The locations of these wells are presented on Figure 2.
Two of the shallow/leachate wells were destroyed in 1994 in accordance with
state and local regulations as part of the lead remediation program mandated by
the Environmental Health Division of the San Mateo Department of Health
Services.
Brief summaries of the scopes of work performed for each of the previous
investigations at the Site are presented below.
o Preliminary Soil and Groundwater Investigation by Kaldveer Associates in
1998: Kaldveer installed five wells in the western portion of the Site
(K-1 through K-5) to evaluate shallow groundwater quality adjacent to
the refuse fill area.
o SWAT by Irvine-Fricke in 1988 to 1989: As a part of the SWAT,
Levine-Fricke installed seven shallow groundwater monitoring wells
outside the primary refuse areas (P-3 through P-8, and UGP-2), seven
monitoring wells within the primary refuse areas (referred to as
leachate wells; P-1A, P-2A, S-1A, S-2, S-3A, S-4A, and S-5) and three
deeper groundwater monitoring wells (P-1B, P-2B, and UGP-1); conducted
hydraulic testing at wells in the refuse area and in the surrounding Bay
Mud; collected soil samples for chemical analysis from the wellbores
during drilling activities; and conducted quarterly groundwater,
leachate, and surface water monitoring for one year. The Kaldveer wells
(K-1 through K-5) were included in the quarterly monitoring program. The
leachate wells in the Mound (S-1A, S-2, S-3A, S-4A, and S-5) were
included in the first quarter sampling event but not in the remaining
three quarters. Water levels were measured and recorded quarterly to
evaluate groundwater flow.
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o Shallow Groundwater Quality Survey by Tracer Research Corporation in
1988: Tracer Research Corporation conducted a shallow groundwater
quality survey under the direction of Levine-Fricke. Thirteen grab
leachate samples were collected from borings installed in the Panhandle
refuse fill area, and nine grab groundwater samples were collected from
borings installed within approximately 100 feet of the refuse fill in
the western portion of the Site. The samples were analyzed on site in a
mobile laboratory for selected VOCs and total petroleum hydrocarbons.
o Supplemental Environmental Impact Report, by McLaren-Hart in 1989: As
part of a Risk Assessment for the Supplemental Environmental Impact
Report, McLaren-Hart installed one shallow well (MW-3) and two deeper
wells (MW-1 and MW-2); collected surface and subsurface soil samples;
collected soil vapor samples from 17 locations; and collected leachate
samples from wells P-lA, S-4A, and S-5, shallow groundwater samples from
K-3, K-4, MW-3, and UGP-2, and deep groundwater samples from wells MW-1,
MW-2, P-1B, P-2B, and UPG-1. Wells UGP-1, UGP-2, and P-1B were sampled a
second time in August 1989, one month following McLaren-Hart's initial
groundwater sampling event.
o Addendum to SWAT by Levine-Fricke in 1992 and 1993: Levine-Fricke
conducted quarterly monitoring of wells installed in the Mound area
(S-lA, S-2, S-3A, S-4A, and MW-1) to complete the SWAT of the Site.
Water levels were measured and recorded quarterly to evaluate
groundwater flow.
o Removal and Replacement of Lead-Affected Soils and Landfill Materials by
Levine-Fricke in 1994: Levine-Fricke investigated and remediated
lead-affected soil in three locations at the Site. To complete the
removal at two of the locations, two monitoring wells at the Site (P-5
and P-lA) were destroyed in accordance with San Mateo County protocols.
o Groundwater Monitoring by Geomatrix in 1995: Geomatrix conducted the
first semi-annual round of groundwater and surface water monitoring
under RWQCB Order No. 94-181. Sampling was conducted in May 1995; the
report was issued in July 1995.
o Groundwater Monitoring by Geomatrix in 1995 and 1996: An additional two
quarters of sampling of six leachate wells (S-lA, S-2, S-3A, S-4, S-5,
and P-2A) to identify COC's was conducted in accordance with the 1
December 1995 letter from the RWQCB to Mr. Gary Moiseff of Vance Brown.
Sampling was conducted in November 1995 and March 1996; quarterly
reports documenting the results of the monitoring were submitted to the
RWQCB in December 1995 and April 1996.
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2.3.2 ANALYTICAL DATA SUMMARY
The presence and distribution of chemicals at and in the vicinity of the Site
have been established over the past nine years (1988 to 1996). Previous work has
generated a significant amount of historical chemical data on the landfill
leachate, the nearby surface water, and shallow and deep groundwater. The
existing monitoring well network consists of twelve monitoring wells within the
lateral limits (as recently defined) of the refuse (leachate wells S-1A, S-2,
S-3A, S-4A, S-5, K-3, P-2A, P-4(1), P-6(1), K-1(1), K-2(1), and MW3-1(1)), six
shallow groundwater wells located at the Site outside the limits of the landfill
waste (K-4, K-5, P-3, P-7, P-8, and MW-3), one upgradient shallow groundwater
well (UPG-2), four wells that monitor deep groundwater beneath the refuse at the
Site (MW-1, MW-2, P-1B, and P-2B), and one upgradient deep groundwater well
(UPG-1). As noted previously, two monitoring wells were abandoned in 1994 (P-1A
and P-5(1)). Seven surface water locations have been sampled historically (SW-1
through SW-5 and "surfup" [upgradient] and "surfdn" [downgradient]). The
sampling locations at the Site are shown on Figure 4.
Samples of leachate, groundwater, and surface water have been analyzed for
general water quality parameters, volatile organic compounds (VOCs),
semivolatile organic compounds (SVOCs), polychlorinated biphenyls (PCBs),
metals, and pesticides. The VOCs, SVOCs, and PCBs detected at the Site appear to
be associated with the landfill waste; the metals, pesticides, and most of the
water quality parameters that have been detected at the Site appear to be
associated with regional groundwater conditions and do not appear to be
associated with the refuse. Brief summaries of the analytical results are
presented below; the historical data are presented in Tables 1 through 5. The
distribution of each of the constituents is presented in detail in Section 3.1.
Water Quality Parameters: The leachate, shallow groundwater, and surface water
samples have been analyzed for general water quality parameters, including pH,
specific conductance,
----------
(1) These wells were originally installed to monitor shallow groundwater
outside the refuse area, but because recent work has shown that they are located
within the refuse area, they are now considered to be leachate monitoring wells.
These changes are discussed in more detail in Section 3.3.1 of this report.
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turbidity, total dissolved solids (TDS), total suspended solids (TSS), cations,
anions, alkalinity, ammonia, chemical oxygen demand (COD), biological oxygen
demand (BOD), and total organic carbon (Table 1). These constituents are
naturally occurring and, except for ammonia, the concentrations in leachate,
groundwater, and surface water samples are relatively similar. Details of the
variations are presented in Section 3.1.
Metals: Metals also are naturally occurring constituents in groundwater.
Samples have been analyzed for 17 metals (arsenic [As], barium [Ba], cadmium
[Cd], calcium [Ca], chromium [Cr], cobalt [Co], copper [Cu], iron [Fe], lead
[Pb], manganese [Mg], mercury [Hg], molybdenum [Mo], nickel [Ni], potassium [K],
selenium [Se], silver [Ag], and zinc [Zn]). Concentrations of metals detected in
leachate monitoring wells are generally low and consistent with concentrations
detected in upgradient wells and surface water. Of the 17 metals analyzed,
silver was detected once in one well and mercury and molybdenum were each
detected once in two wells. All other metals have been detected at least six
times in samples of leachate, shallow groundwater, and/or surface water (Table
2).
Volatile Organic Compounds: A total of 14 VOCs and gasoline have been detected
sporadically at the Site. Most of the detections were in samples of leachate and
primarily consisted of benzene, toluene, ethylbenzene, and xylenes (BTEX; Table
3). Groundwater samples collected from wells located outside the recently
defined extent of the refuse fill areas have, in general, not contained VOCs. A
few VOCs have been detected only a few times in shallow groundwater adjacent to
the fill, and no VOCs have been detected in surface water.
Semivolatile Organic Compounds: A total of 15 SVOCs have been detected at the
Site at variable frequencies. As with VOCs, most of the detections of SVOCs were
from samples of leachate (Table 4). SVOCs have generally not been detected in
wells located outside the recently defined extent of the refuse fill areas.
Three SVOCs have been detected in surface water (Table 4); however these results
appear questionable.
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Polychlorinated Biphenyls: PCBs have been detected in samples from leachate
wells only. Arochlor 1242, 1248, 1254, and 1260 have each been detected at least
once (Table 5). No PCBs have been detected in samples of shallow groundwater or
surface water.
Pesticides: Pesticides have been detected in samples from both shallow
groundwater monitoring wells and leachate wells. A total of 14 different
pesticides have been detected sporadically in shallow groundwater samples; a
total of 10 different pesticides have been detected sporadically in leachate
samples (Table 5). Pesticides have not been detected in samples collected from
deep monitoring wells or from surface water.
3.0 DEVELOPMENT OF THE MONITORING PROGRAM
In accordance with Section 2550.2, Article 5, a water quality protection
standard (WQPS) was developed for the monitoring program. It consists of a list
of constituents of concern (Section 2550.3, Article 5), their concentration
limits (Section 2550.4, Article 5), and points of compliance (Section 2550.4,
Article 5). These components were developed and are presented below.
3.1 CONSTITUENTS OF CONCERN
In accordance with Section 2550.3, a list of constituents of concern (COC) for
the Site was developed. As defined in Article 5, COCs are "chemical constituents
that are reasonably expected to be in or derived from the waste contained in the
waste management unit." Two primary criteria were used in developing the list of
COCs associated with the Site:
(1) a concentration and distribution comparison between leachate and
other samples was used to delineate the constituents associated
with the waste from those associated with regional conditions;
and
(2) frequency of detection was used to eliminate constituents that
are not statistically significant (USEPA, 1989); constituents
with frequencies less than
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approximately 10 percent were not considered COCs for the development of
concentration limits.
In a few cases where the concentration and distribution comparison was not
definitive and the frequency of detection was low, the maximum concentration of
the constituent in question was compared to water quality criteria to determine
whether monitoring for that constituent would be appropriate. If the maximum
historical detected concentration of the constituent was several orders of
magnitude below the applicable water quality criteria, that constituent was not
considered a COC. The evaluation of the constituents according to the above
criteria is presented below. The resultant list of COCs is presented in Table 6.
3.1.1 VOLATILE ORGANIC COMPOUNDS
Distribution and Concentration Comparison: VOCs were primarily detected in
samples of leachate; a few VOCs have been detected in shallow groundwater and a
few VOCs have been detected in deep groundwater; no VOCs have been detected in
surface water (Tables 3 and 7). A comparison of VOC distribution and
concentration between leachate and shallow groundwater samples revealed that
acetone and toluene were the only VOCs that were detected in both leachate and
upgradient shallow groundwater samples. Based on this comparison, it appears
that most of the VOCs detected in leachate samples are potentially associated
with the materials in the waste management unit and should be considered for
inclusion as COCs.
Frequency of Detection Criteria: A total of 14 VOCs and gasoline have been
detected in samples of leachate (Tables 3 and 7). Of these compounds only
benzene, ethylbenzene, toluene, total xylenes, and 1,4-dichlorobenzene have been
detected in more than 24 of the 69 samples analyzed for VOCs (Table 7). Gasoline
was detected in four of the six samples analyzed for gasoline, and four
compounds, p-isopropyl-toluene, acetone, 1,2,4-trimethylbenzene, and
1,3,5-trimethylbenzene were detected in 14 (2096), 12 (1696), 15 (22%) and 14
(1696) of the 69 samples analyzed, respectively.
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The remaining five chemicals (1,2-dichlorobenzene, 2-butanone,
4-methyl-2-pentanone, chlorobenzene, and tetrachloroethylene) were detected at
low concentrations in eight or fewer samples Oess than 11%) (Tables 3 and 7).
Based on low frequency of detection, these five constituents are not considered
COCs and concentration limits were not developed at this time.
Comparison with Water Quality Criteria: Because acetone and p-isopropyl-toluene
were detected in upgradient groundwater and/or have a low frequency of detection
in leachate (approximately 16% and 20%, respectively), acetone and
p-isopropyl-toluene concentrations were compared to current water quality
criteria to assess its appropriateness as a COC. No maximum contaminant levels
(MCLs) for drinking water has been established for acetone or
pisopropyl-toluene, and no ambient water quality criteria for marine conditions
were identified. The secondary chronic toxicity value for acetone in freshwater
organisms is 11.2 mg/l, which is about two orders of magnitude above the maximum
concentration of acetone detected in leachate at the Site (0.2 mg/1). An acute
no observed affect concentration of 10.0 mg/l has been established for
p-isopropyl-toluene, based on fish toxicity testing; this is about two orders of
magnitude higher than maximum concentrations of this compounds detected in
leachate (0.15 mg/1). Due to the very low toxicity and low frequency of
detection of these compounds, acetone and p-isopropyl-toluene were eliminated as
COCs.
In addition, gasoline was eliminated as a COC for monitoring because BTEX, the
toxic, soluble components of gasoline, are included as COCs. Concentration
limits for the BTEX compounds are applicable to gasoline.
Based on the presence, distributions, and concentrations of the VOCs detected at
the Site; their frequency of detection; and comparison with groundwater and
surface water quality criteria, the VOCs that are considered to be COCs at the
Site are benzene, toluene, xylene, ethylbenzene, 1,4-dichlorobenzene,
1,2,4-trimethylbenzene, and 1,3,5-trimethylbenzene. Concentrations limits have
been established for these identified COCs and are presented in Section 3.3. The
seven other compounds that were detected at low frequencies and at low
concentrations will be monitored in general as a result of the analytical
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method used to quantify the other VOCs but are not considered COCs at this time.
If the frequency of detection of one (or more) of these constituents increases
with time, it will be considered for inclusion as a COC, and a concentration
limit may be developed at that time.
3.1.2 SEMIVOLATILE ORGANIC COMPOUNDS
Distribution and Concentration Comparison: More SVOCs have been detected in
samples of leachate than in samples of shallow groundwater. Fifteen SVOCs were
detected in the 57 leachate samples analyzed (Table 4). None of these compounds
were detected in the upgradient shallow or deep groundwater wells. Three of the
compounds (phenol, isophorone, and bis(2-ethyl-hexyl)phthalate) have each been
detected once in samples from shallow groundwater wells. During the May 1995
semi-annual monitoring event, three of the SVOCs (2-methyl-phenol,
2,4-dimethyl-phenol, and napthalene) were detected in a sample of surface water;
however, these results appear questionable (Geomatrix, July 1995). SVOCs
detected in leachate samples are considered for inclusion as COCs.
Frequency of Detection: The frequency of detection of the SVOCs has varied
substantially (Table 8). Only two SVOCs (2,4-dirnethylphenol and naphthalene)
were detected in more than 25 (44%) of the 57 leachate samples analyzed for
SVOCs. Three SVOCs (2-methylphenol, 4-methylphenol, and
bis(2-ethyl-hexyl)phthalate) were each detected in between 13 (23%) and 17 (30%)
leachate samples. 2-methynaphthalene was detected in ten of twenty-six samples
collected from three leachate wells (S-2, S-3A, and S-4A). Phenanthrene was
detected in five of six samples collected from one leachate well (S-3A) and in
one sample from an additional leachate well (P-1A). The remaining eight SVOCs
(acenaphthene, bis(2-chloroisopropyl)ether, dibenzofuran, di-n-octylphthalate,
fluorene, isophorone, n-nitrosodiphenylamine, and phenol) were detected at low
concentrations in five (9%) or fewer of the 57 samples analyzed for SVOCs and,
based on low concentration and frequency of detection, are not considered to be
COCs, and concentration limits were not developed at this time.
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Comparison with Water Quality Criteria: Based on the data collected to date, the
SVOCs detected at the site appear to be associated with the leachate and a
comparison with water quality criteria is not appropriate.
Summary: Based on the presence, distributions, and concentrations of the SVOCs
detected at the Site, SVOCs are considered to be associated with the former
landfill. Based on the frequency of detection criteria, the primary SVOC COCs
are 2,4-dimethylphenol and naphthalene. Of secondary concern are the five
compounds detected at lesser frequencies and typically lesser concentrations:
2-methylnaphthalene, 2-methylphenol, 4-methylphenol,
bis(2-ethyl-hexyl)phthalate, and phenanthrene. Concentration limits were
established for these seve identified SVOC COCs and are presented in Section
3.3. The eight other compounds that were detected at low frequencies and at low
concentrations will be monitored as a result of the analytical method used to
quantify the other SVOCs, but are not considered COCs; if their frequencies of
detection increase in the future they will be considered for inclusion as COCs,
and concentration limits will be developed at that time, as appropriate.
3.1.3 PCBs
Distribution and Concentration Comparison: PCBs were detected at low
concentrations as four different Arochlors (1242, 1248, 1254, and 1260) in
samples of leachate only (Tables 5 and 9). These Arochlor mixtures were not
detected in any shallow groundwater samples or samples of surface water. This
suggests that the detected PCBs are likely related to the materials in the waste
management.
Frequency of Detection: PCBs are generally evaluated collectively. Therefore,
frequency of detection of any single arochlor is not applicable.
Comparison with Water Quality Criteria: Data collected at the Site to date
suggest that the PCBs are associated with the waste management unit and a
comparison with water quality criteria to evaluate their inclusion as COCs is
not applicable.
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Summary: The PCBs are considered COCs at the Site. A concentration limit has
been established for total PCBs and is presented in Section 3.3.
3.1.4 Pesticides
Distribution and Concentration Comparison: A total of 16 different pesticides
have been detected at very low concentrations in at least one sample of
leachate, shallow on-site groundwater, and/or upgradient groundwater (Tables 5
and 10). As detailed below, the distribution of these pesticides is highly
variable and suggests that the source of the pesticides is not the former
landfill.
- Three of the 16 pesticides (Endosulfan I, Endosulfan II, and Endrin
Aldehyde) were not detected in leachate;
- eight of the 13 remaining pesticides (Delta BHC, Heptachlor, Heptachlor
Epoxide, 4,4 DDD, 4,4-DDT, Endosulfan Sulfate, 4,4-DDE, and Dieldrin)
were detected in upgradient groundwater samples and therefore are not
likely associated with the landfill;
- two of remaining 5 pesticide compounds (Beta BHC, and Endrin) were
detected at higher concentrations in shallow groundwater outside the
refuse areas than in leachate samples, indicating that the source of
these pesticides is not the landfill; and
- the three remaining pesticide compounds (Gamma BHC, Aldrin, and 2,4-DDE)
were detected at higher concentrations in leachate samples. Gamma BHC
and 2,4-DDE were detected during one sampling event conducted in 1989.
However, the 2,4-DDE was detected only once in leachate well and
chemical analysis results for Gamma BHC from the May 1995 sampling event
did not support the 1989 results (e.g., Gamma BHC was not detected in
the two wells which previously were reported to contain this
constituent). Aldrin has been detected only once, during the November
1995 sampling event. Aldrin was not detected in the most recent
sampling.
The variable distribution suggests that the landfill is not the source of the
pesticides and could have resulted from regional historic application of these
compounds for pest control in the former marshlands and sloughs.
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Frequency of Detection
The frequency of detection of the pesticides has been very variable and further
suggests that the landfill is not the source of the pesticides.
Comparison to Water Quality Criteria
This comparison is not applicable for the pesticides detected at the Site
because these compounds have been detected both upgradient and within the
landfill, indicating that pesticides appear to be a regional water quality
issue.
Summary
Based on the frequency of detection and the variable distribution of pesticides
at the Site, pesticides in shallow groundwater do not appear to be related to
the landfill. Therefore, pesticides are not considered to be COCs. However, the
monitoring program includes provisions for monitoring pesticide content in
leachate on a bi-annual basis. This data will be used to assess the presence and
concentration of pesticides in the leachate and confirm that the pesticide
concentrations in leachate do not significantly change over time (See Section
4.1).
3.1.5 METALS
Distribution and Concentration: Comparison arms Metals are naturally occurring
constituents in groundwater. To identify metals that may be associated with
landfill waste, the maximum detected concentrations of metals in the leachate
samples were compared to the maximum concentrations detected in the samples
collected from the on-site shallow groundwater wells and the upgradient
groundwater wells (Table 11). Of the 11 metals detected in leachate samples
(Tables 2 and 11), five metals (As, Ba, Cd, Co, and Zn) were detected at higher
maximum concentrations in shallow groundwater samples than in leachate samples,
and three metals (Cu, Pb, Ni) had maximum concentrations that were similar in
both the leachate and shallow groundwater samples. Of the remaining three metals
(Cr, Mo and Se), Mo was detected only once, Cr was detected in only a few
samples of leachate at higher concentrations than shallow groundwater samples,
and Se was detected in only one sample at a higher
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concentration (Table 2). Cr and Se were not detected in samples collected from
the same wells during subsequent sampling events.
Frequency of Detection: Because metals are naturally occurring constituents, an
evaluation of the frequency of detection is not applicable.
Comparison to Water Quality Criteria: The results of the evaluation of
distribution indicate that the metals are not associated with the waste
management unit and therefore, a comparison to water quality not applicable.
Summary: The distribution and generally lower metal concentrations in leachate
indicates that none of the metals detected in the leachate samples appear to be
directly related to the materials present in the waste management unit. None of
the metals detected in the leachate samples have been established as COCs as
defined in Article 5, Section 2550.3 for the monitoring plan. However, the
monitoring program includes provisions for monitoring metals in leachate on a
bi-annual basis to confirm that the metal concentrations in leachate are not
significantly changing over time (See Section 4.1).
3.1.6 WATER QUALITY PARAMETERS
Concentration and Distribution Comparison: The shallow groundwater adjacent to
the refuse fill is brackish, with similar pH, specific conductance, TDS, cation,
anion, and alkalinity concentrations as the surface water in the Belmont Slough.
The leachate samples generally indicate similar specific conductance, similar or
slightly higher pH, similar alkalinity, similar or slightly higher cation
concentrations, lower anion concentrations, and slightly higher total organic
carbon content than samples of surface water and shallow groundwater (Table 1).
Ammonia is the only general water quality constituent that was detected at
significantly higher concentrations (up to an order of magnitude higher) in the
samples of leachate than in the samples of shallow groundwater or surface water
(Table 1). Based on concentrations in the leachate samples, elevated ammonia is
likely associated with the former landfill and is considered a COC.
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Frequency of Detection
A frequency of detection evaluation for general water quality parameters is not
appropriate.
Comparison to Water Quality Criteria
This comparison is not applicable. A comparison to the adjacent slough and
upgradient, shallow groundwater, as described above, provides an assessment of
whether the landfill has adversely affected shallow or deeper groundwater at the
site.
Summary
The above analysis indicates that ammonia is the only water quality parameter
that should be included in the list of COCs for the monitoring plan. To evaluate
the ammonia concentrations at the point of compliance it will also be necessary
to measure pH, water temperature, and specific conductance in order to determine
its potential toxicity.
3.2 CONCENTRATION LIMITS
Concentration limits for the COCs identified in Section 3.1 have been developed
based on water quality criteria and are presented in Table 13. Both groundwater
quality standards and surface water standards were considered when developing
the WQPS concentration limits to evaluate the potential effect of vertical and
lateral migration of chemicals, respectively.
Surface Water
For shallow water at the Site, the appropriate water quality standards are
standards that protect surface and marine water because the Site is adjacent to
the Belmont Slough and San Francisco Bay and shallow groundwater at the Site is
not a potential source of drinking water, based on total dissolved solids
content (see Table 1). The receptor population most likely to be exposed to
chemicals in emergent groundwater from the former landfill are aquatic
invertebrates and fish. Therefore, it was considered appropriate to use national
or state ambient water quality criteria (AWQC) protective of marine aquatic
organisms under chronic exposure conditions as proposed concentration limits for
shallow water.
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A variety of federal and state resources were used to identify appropriate water
quality criteria:
USEPA Gold Book (USEPA, 1986);
Federal Register, 40 CFR Part 131, Water Quality Standards;
Establishment of Numeric Criteria for Priority Toxic Pollutants; States'
Compliance; Final Rule; December 22, 1992;
California Regional Water Quality Control Board, Central Valley Region;
A Compilation of Water Quality Goals; May 1993;
California State Water Resources Control Board; California Enclosed Bays
and Estuaries Plan; 91-13 WQ; 1991;
Regional Water Quality Control Board, San Francisco Region; San
Francisco Bay Basin Region Water Quality Control Plan; 1991.
The use of the chronic marine AWQC was determined to be the most applicable
marine standard for shallow water because, with the exception of PCBs (discussed
below), the identified COCs are not expected to bioaccumulate based on their
relatively low octanol/water partitioning coefficients (K(ow); USEPA, 1994). In
the instances where a national or state AWQC has not been established for a COC
and/or in which a chronic criterion has not been established (but an acute
criterion has), alternative criteria were used.
In developing the concentration limits for shallow water, the AWQCs were used in
the following priority:
California AWQC for chronic exposure of marine organisms;
National AWQC for chronic exposure of marine organisms;
Secondary chronic values protective of marine organisms;
Estimated secondary chronic values protective of marine organisms
derived from an acute secondary value for marine organisms using an
extrapolation factor of 10; and
Secondary chronic values protective of freshwater organisms.
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The exception to this practice is the concentration limit for PCBs, which is
based on the marine AWQC protective of human consumption of fish.
Deeper Groundwater
For deep groundwater beneath the refuse, federal and/or state drinking water
standards were considered the appropriate water quality standards because deep
groundwater is not likely to affect surface water conditions.
The concentration limits for the COCs in deep groundwater are federal or state
drinking water standard-maximum contaminant levels (MCLs), whichever is lower.
If a drinking water standard does not exist for a COC, a concentration limit may
be established if warranted, once that constituent is detected in a
statistically significant number of samples from deep groundwater.
Concentration limits for COCs in deeper groundwater compliance points, based on
the above criteria, are presented in Table 13.
3.3 POINTS OF COMPLIANCE
According to Section 2550.5, a point of compliance is a vertical surface located
at the hydraulically downgradient limit of the waste management unit that
extends through the uppermost water bearing unit underlying the waste. At the
Site, the water table is located within the waste and therefore, points of
compliance at the Site should be located hydraulically downgradient of the
former refuse fill areas (shallow water compliance points) and in the first
water bearing zone beneath the refuse (compliance points to protect deeper
groundwater).
Shallow Water Compliance Points
As described in Section 2.3.2 of this plan, the limits of the refuse fill area
have been modified based on further review of site boring logs and recent
geotechnical work being conducted as part of site redevelopment (Appendix B).
Areas within the "low-lying area" that had previously been assumed to contain
only imported soil fill materials have been shown to
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contain a thin layer of refuse consisting of glass, paper, slag, and/or plastic
mixed with soil. Because the refuse layer generally has a higher hydraulic
conductivity than the surrounding Bay Mud and the majority of flow at the Site
is within the layer of refuse (see Section 2.2), it is important that the points
of compliance at this Site are located beyond the refuse limits so that they
accurately monitor the potential for leachate migration away from the refuse and
accurately reflect water quality downgradient of the waste. A map showing the
revised limit of refuse at the Site is presented in Figure 3. A cut-off wall is
in the process of being installed along the revised limit of refuse. The data
generated during the geotechnical work conducted to delineate the refuse limits
and the boring logs for all wells located within the area of refuse at the Site
are included in Appendix B.
The points of compliance for shallow water for this monitoring program will be
monitoring wells located downgradient of the cut-off wall. Lateral shallow
groundwater gradients within the refuse layer at the Site are primarily toward
the Belmont Slough to the southwest, west, northwest, north, northeast, and east
at the Site (Figure 3). Flow to the southeast and south is inhibited by the
leachate collection trench and gas migration barrier located along the
southeastern site boundary and the cut-off wall located along the Marine World
Parkway. The proposed shallow water network consists of five existing shallow
groundwater wells located just outside the perimeter of the cut-off wall at the
Site (P-8, P-7, P-3, K-4, and K-5), and three proposed shallow groundwater
wells. The new wells (PS-1, MW3-1R, MW-d, and MW3-2) are proposed to provide
approximately consistent coverage along the cut-off wall will be installed near
the limits of refuse in areas that will be accessible after site development is
complete. It should be noted that proposed wells P5-1, MW3-1R, MW-4, and MW3-2
will meet the intent of the wells requested in item 19 of Order 94-181 and will
be installed to satisfy this requirement. Figure 5 illustrates the locations of
the existing and proposed point-of-compliance wells.
Deeper Groundwater Compliance Points
The refuse areas of the Site are underlain by 12 to 30 feet of Bay Mud clay.
Discontinous sandy clay/clayey sand lenses have been observed at depths ranging
between 40 to 60 feet bgs.
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lenses are laterally discontinuous, lateral migration within these lenses is
limited. However, the quality of groundwater within these lenses can be
monitored to evaluate the possibility of downward migration of chemicals
associated with the landfill. Therefore, two existing deep wells that monitor
groundwater beneath the thickest sections of refuse (MW-1. and P-2B; located in
the Mound and Panhandle, respectively) are included in the discharge monitoring
program to monitor deeper groundwater.
In addition, water levels will be measured in all accessible leachate, shallow
groundwater, and deep groundwater wells at the Site to estimate groundwater flow
direction during each sampling event. The proposed point-of-compliance
monitoring well network is shown on Figure 5. Boring logs of the existing
point-of-compliance wells are included in Appendix D.
3.4 WQPS SUMMARY
A water quality protection standard, which consists of a list of COCs (Table 6),
a concentration limit for each COC (Table 13), and proposed locations for points
of compliance (Figure 5), was developed for the Site. Considering the site
setting and subsurface conditions in accordance with Article 5, the COCs are the
waste constituents that likely were derived from the waste; the concentration
limits are based on both the potential adverse effects these constituents may
have on the adjacent Belmont Slough and on groundwater quality. The points of
compliance include groundwater monitoring wells located both hydraulically
downgradient of the waste and in the water-bearing zone beneath the waste.
It should be noted that the application of surface water quality criteria (the
concentration limits) to shallow groundwater quality at the point-of-compliance
monitoring wells is very conservative because these criteria are based on
concentrations over time in surface water bodies where diffusion occurs, and do
not account for any degree of concentration attenuation or breakdown that will
occur as the groundwater moves from the points of compliance through the Bay Mud
toward a point of potential exposure at the Belmont Slough.
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4.0 PROPOSED MONITORING PLAN
The monitoring plan includes a schedule for sample collection and analysis, the
methodology for collection of the samples, and a statistical method for
evaluating the data obtained.
4.1 SCHEDULE
As specified in the Order, each point of compliance will be monitored on a
semi-annual basis for the COCs identified in Section 3.1 and listed in Table 6.
In addition, a bi-annual sampling program also will be conducted to confirm that
there has not been a statistically significant change in the concentrations of
pesticides or metals previously detected in leachate samples at the Site or in
water quality upgradient of the Site. If significant changes in concentrations
are identified in leachate but not in upgradient groundwater, addition of the
elevated constituent(s) will be considered for inclusion as COC(s) in the
monitoring program. Similarly, if increases in the frequencies of detection of
the VOC and SVOCs that have been detected at the Site but not included as COCs
for the WQPS (Section 3.1.1 and 3.1.2) are observed in compliance wells, those
constituents will be considered for inclusion as COCs in the monitoring program.
Table 14 outlines the monitoring schedule for the project.
4.2 METHODOLOGY
Specific procedures will be followed to obtain monitoring data that are, to the
extent possible, representative of field conditions. Field and laboratory data
will be obtained by using consistent data collection methods, sampling
procedures, and analysis procedures. Equipment used to obtain the data and
analyze the samples will be maintained and calibrated according to
manufacturer's instructions against known standards. Details of the protocols
for the field and laboratory activities are tabulated in Appendix E and are
summarized below.
4.2.1 WATER LEVEL MEASUREMENTS
Groundwater levels will be measured in selected Site monitoring wells (P-2A,
P-2B, P-3, P5-1, P-7, P-8, K-3, K-4, K-5, S-5, S-3A, UPG-1, UPG-2, MW-1, MW3-1R,
MW3-2, MW-4) at the initiation of each semi-annual sampling event and recorded
to the nearest 0.01
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foot using either a steel tape or electronic sounder. To aid in evaluating the
hydraulic gradient near the cut-off wall, piezometers will be installed at two
locations inside the wall where monitoring wells are located just outside the
wall (Figure 5). The monitoring wells and piezometers will be within 20 feet of
either side of the wall, respectively. Prior to data collection, the tape or
sounder will be rinsed with Alconox and distilled water and dried with a paper
towel.
4.2.2 MONITORING WELL SAMPLING
To obtain representative samples of groundwater, the point-of-compliance
monitoring wells will be purged prior to sampling with either a pump or a bailer
that was steam-cleaned or washed with Alconox and water prior to use. All wells
will be purged until temperature, pH, and specific conductance stabilize, the
water is relatively clear, and a minimum of 4 casing volumes have been removed
from the well. Temperature, pH, and specific conductance, measured during
purging, and visual observations of color and turbidity will be noted on a Well
Sampling Record data sheet.
Samples for analysis will be collected with cleaned Teflon or disposable bailers
and poured into EPA-approved, laboratory-supplied sample containers. Samples for
VOC analysis will be carefully poured into the sample vials so that no headspace
is present in the vials prior to analysis. Samples for metals analysis will be
filtered in the field by passing the water through a new 0.45-micron filter and
pouring the filtrate into acidified EPA-approved bottles. All samples for
analysis will be labeled and placed in an ice-cooled chest and transported under
Geomatrix chain-of-custody procedures to a state-certified analytical
laboratory.
Water generated during purging and well sampling activities will be stored in
55-gallon drums or an on-site liquid storage tank. Each drum and/or storage tank
will be labeled as to the origin of its contents. Disposal options for the purge
water will be evaluated once the analytical results of the samples are obtained.
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4.2.3 LABORATORY ANALYSIS
The samples will be analyzed by an analytical laboratory certified by the
California Department of Toxic Substances Control to perform the required
analyses. Each analysis will be performed in accordance with the United States
Environmental Protection Agency (EPA) Test Methods for Evaluating Solid Waste
(SW-846). Samples will be collected from the point-of-compliance wells on a
semi-annual basis and analyzed for the COCs according to the following methods:
- VOC analysis: EPA Method 8021;
- SVOC analysis: EPA Method 8270;
- PCB analysis: EPA Method 8270;
- Ammonia analysis: EPA Method 350.
In addition, to assess whether metal and pesticide concentrations in leachate
and upgradient groundwater vary significantly over time, samples will be
collected from selected leachate wells (P-2A, S-5, and S-3A) and upgradient
shallow groundwater well (UPG-2) on a bi-annual basis and analyzed according to
the following methods:
- Selected metals: EPA 6010 or 7000 series methods (As-Method
7061, Cr-Method 6010, Pb-Method 7421, Se-Method 7740); and
- Pesticides: EPA Method 8080.
4.2.4 QUALITY ASSURANCE/QUALITY CONTROL
The quality assurance/quality control procedures followed by the sampling team
are detailed in Appendix E. Field QA/QC procedures include thorough cleaning of
all sampling equipment before each use; use of laboratory-supplied deionized
water and sample bottles; use of new gloves at each sampling location; and
submittal of field blanks, equipment blanks (as appropriate), and at least one
blind duplicate to the analytical laboratory for analysis.
26
<PAGE> 384
[GEOMATRIX LOGO]
Analytical protocols for the analytical laboratory include analysis of method
blanks, matrix and/or laboratory control spikes, and duplicates to evaluate the
methods for accuracy and precision.
The data generated should meet the goals for precision, accuracy, and
completeness as defined below:
- Precision- Precision is a measurement of the degree of agreement of data.
It is assessed by calculating the relative percent difference
(RPD) between a duplicate set of analyses. RPD = [2(C1 - C2)/(C1
+ C2)] X 100 where C1 = sample concentration and C2 = duplicate
concentration. A general quality assurance goal for precision is
that the RPD in duplicate pairs not exceed 25 percent for
compounds detected at concentrations greater than five times the
detection limit: values less than five times the detection limit
are not considered meaningful for the quality assurance goal.
- Accuracy- Accuracy is the agreement of a measurement with an accepted
reference of the true value. Data accuracy is assessed based on
recoveries, expressed as the percent of the known concentration.
Recoveries can be calculated from matrix spikes and laboratory
control samples. The equation to calculate percent recovery (R%)
is: [(A-B)/T] X 100, where A is the treasured concentration
after spiking, B is the background concentration, and T is the
known true value of the spike. Accuracy goals are generated by
the laboratory for their equipment and are compound specific.
Typical acceptable percent recoveries fall within a range of 60
to 140 percent.
- Completeness- refers to the amount of valid data obtained from a prescribed
measurement system during the course of the project as compared
with that expected and required to meet project goals. A
reasonable quality assurance goal for the project is that at
least 90 percent of the data is considered valid.
27
<PAGE> 385
[GEOMATRIX LOGO]
4.2.5 REPORTING
A report will be prepared and submitted to the RWQCB by the 15th day of January
and the 15th of July of each year and will present the water quality data
collected during the previous six month period. Each report will include:
- a site plan showing the locations of all sampling points.
- a detailed description of the procedures and techniques for sample
collection, including purging technique, sampling equipment, and
decontamination procedures; sample preservation and shipment; analytical
procedures; and chain-of-custody control.
- a table summarizing the groundwater elevations within the monitoring
wells.
- a potentiometric map for shallow groundwater.
- a table summarizing the analytical results of the samples collected.
- tables summarizing the historical water quality information for the
constituents analyzed.
- copies of laboratory data sheets and chain-of-custody records.
- field sampling records generated during the sampling activities, which
will include all measurements collected and observations of water
quality made at the Site during the fieldwork.
- a discussion of quality assurance/quality control for the sampling
period.
- a discussion of the data according to the statistical method described
below, if warranted.
4.3 STATISTICAL EVALUATION OF DATA
The monitoring program is designed to assess whether the refuse in the former
landfill is causing an adverse effect on the environment. To this end, a water
quality protection standard has been developed, which includes concentration
limits that are protective of the aquatic invertibrates and fish at the most
likely potential point of exposure, the adjacent Belmont Slough and are
protective of deep groundwater. Samples will be collected from the wells and
analyzed for COCs on a periodic basis. After each sampling event, the results
will be tabulated by well and by COC. These data will be reviewed and
statistical analysis performed
28
<PAGE> 386
[GEOMATRIX LOGO]
(as described below) to detect whether an ongoing exceedance of a concentration
limit is occurring.
Inferential statistical methods are employed to carry out decision making when
uncertainty exists. In a groundwater monitoring program, uncertainty arises from
two primary sources: sampling and analysis variations and temporal variations.
Sampling and analysis variation is introduced by the acts of collecting the
sample and performing the analysis. This variation introduces uncertainty in our
knowledge of the actual concentration in the water. Temporal variation arises
from fluctuations in the actual concentration over time. This variation may
occasionally produce a temporary exceedance that is ongoing and may resolve
itself in the short term. A decision that an ongoing exceedance of a
concentration limit has occurred should be made only when enough data are
obtained to believe that the exceedance is not temporary.
The statistical analysis to be performed on the data is a method described in
the "Methods for Evaluating Attainment of Clean-up Standards, Volume 2: Ground
Water." (U.S. EPA, 1992), Chapter 7, Section 7.4.2, "A Test for Trends Based on
Charts". The results of the sample analyses will be recorded on run charts.
Individual charts will be maintained for each COC in each well once a COC is
detected twice in a row in a well. If detections of a COC in a well do not recur
for three consecutive events, the chart for that COC in that well will be
terminated.
The goal is to determine whether an ongoing exceedance of a concentration limit
has occurred. A decision will be made that an exceedance of a concentration
limit is actual and ongoing if:
a) five consecutive values on a chart exceed the concentration
limit, or
b) a value exceeding the concentration limit is preceded by four
consistently rising values.
29
<PAGE> 387
[GEOMATRIX LOGO]
To expedite the decision process in the event that a COC is detected in a sample
from a specific well at a concentration greater than its concentration limit,
that well will be sampled quarterly for the constituent of concern until a
decision is trade whether the exceedance of the concentration limit is ongoing.
If the ongoing exceedance is verified, a plan for a site evaluation program will
be prepared at that time and submitted to the RWQCB for review and approval.
30
<PAGE> 388
[GEOMATRIX LOGO]
5.0 REFERENCES
Caldwell, R.S., E.M. Caldarone and M.H. Mallon. (1977). Effects of a seawater
soluble fraction of cook inlet crude oil and its major aromatic
components on laval stages of the dungeness crab, Cancer Magister. In:
D.A. Wolfe (Ed.) Fate and Effect of Petroleum Hydrocarbon or Marim
Ecosystem and Organisms. Pergamon Press. New York pp. 210-220.
Cooper Engineers, 1983, Geotechnical and Waste Management Engineering Studies
for Approval of Concept Plan, Lands of Parkwood 101 Landfill, Redwood
City, California, September.
CSWRCB. 1990. Water Quality Control Plan: Ocean Waters of California. California
State Water Resources Control Board. Sacramento, CA. March.
CSWRCB. 1991. Water Quality Control Plan for Enclosed Bays and Estuaries of
California. California State Water Resources Control Board. Sacramento,
CA. Document 91-13 WQ. April.
Federal Register, 40 CFR Part 131, Water Quality Standards; Establishment of
Numeric Criteria for Priority Toxic Pollutants; States' Compliance;
Final Rule; December 22, 1992;
California Regional Water Quality Control Board, Central Valley Region; A
Compilation of Water Quality Goals; May 1993;
California Regional Water Quality Control Board, San Francisco Region; San
Francisco Bay Basin Region Water Quality Control Plan; 1991.
31
<PAGE> 389
[GEOMATRIX LOGO]
Geomatrix Consultants, Inc., 1995, Semiannual Groundwater and Surface Water
Monitoring Report - January through June 1995, Westport Landfill Site,
Redwood City, California, July.
Geomatrix Consultants, Inc. 1995, Landfill Cap Construction Plan, Westport
Landfill Site, Redwood City, California, 14 February.
Geomatrix Consultants, Inc., 1995, Quarterly Leachate Monitoring Report -
October through December 1995, Westport Landfill Site, Redwood City,
California, December.
Geomatrix Consultants, Inc., 1996, Quarterly Leachate Monitoring Report -
January through March 1996, Westport Landfill Site, Redwood City,
California, April.
Heitmuller, P.T.; T.A. Hollister, P.R. Parrish. (1981). Acute toxicity of 54
industrial chemicals to sheepshead minnows (Cyprinodon Variegatus).
Bulletin of Environmental Contaminant Toxicology 27(5): 596-604.
Levine-Fricke, Inc. 1989. Solid Waste Assessment Test Investigation Report,
Westport Landfill Site, Redwood City, California. November.
Levine-Fricke, Inc., 1989, SWAT Investigation Report, Westport Landfill Site, 13
November.
Marshack, J.B. 1993. A compilation of water quality goals. California Regional
Water Quality Control Board, Central Valley Region. Sacramento, CA. May.
McLaren, 1989, Supplemental Environmental Impact Report, Westport Development
Project, October
U.S. Environmental Protection Agency (USEPA),1986a, Quality criteria for water
1986, Office of Water Regulations and Standards, Washington, D.C.,
EPA/440/5-86/001.
32
<PAGE> 390
[GEOMATRIX LOGO]
USEPA, 1986b, Test methods for evaluating solid waste, 3rd edition, Office of
Solid Waste and Emergency Response, Washington, D.C., SW-846, November.
USEPA, 1989, Risk Assessment Guidance for Superfund Volume I Human Health
Evaluation Manual (Part A), Interim Final, EPA/540/1-89/002, December
1989.
USEPA, 1992, A test for trends based on charts: Methods for Evaluating
Attainment of Clean-Up Standards, Volume 2: Groundwater, Chapter 7,
Section 7.4.2.
USEPA/USACE (1994). Evaluation of Dredged Material Proposed for Discharge in
Waters of the U.S. - Testing Manual (Draft): Inland Testing Manual. US.
Environmental Protection Agency/US Army Corps of Engineers. Office of
Water. Washington, D.C. EPA-823-B-94-002.
Woodward-Clyde Consultants. 1988. Draft Environmental Impact Report, Westport
Development, Redwood City, California.
33
<PAGE> 391
[GEOMATRIX LOGO]
TABLES
<PAGE> 392
[GEOMATRIX LOGO]
TABLE 1
Page 1 of 3
GENERAL WATER QUALITY PARAMETERS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Redwood City, California
<TABLE>
<CAPTION>
===================================================================================================================================
Location Specific Turbidity Nitrate Nitrate Phosphate
No. Description Date pH Conductance3 (NTU) (as N)' (as N)' (as N)' Chloride' Fluoride
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
S-1A Leachate 01/89 8.2 44.000 NA <1 <1 <5 15,000 2
5/95 7.8 OR ?? NA NA NA NA NA
11/95 8.2 OR 15 NA NA NA NA NA
2/96 8.0 OR 10 NA NA NA NA NA
S-2 Leachate 01/89 8.7 36.000 NA <1 <1 <5 12,000 12
5/95 8.7 OR NA NA NA NA NA NA
11/95 9.1 OR 55.7 NA NA NA NA NA
2/96 7.5 OR 14 NA NA NA NA NA
S-3A Leachate 01/89 7.4 32.000 NA <1 <1 <5 9,000 <1
5/95 7.3 OR 11 NA NA NA NA NA
11/95 7.6 OR 11.8 NA NA NA NA NA
2/96 7.0 OR 15 NA NA NA NA NA
S-4A Leachate 01/89 7.7 35.000 NA <1 <1 <5 11,000 2
5/95 7.9 OR 25 NA NA NA NA NA
11/95 7.5 OR 15 NA NA NA NA NA
2/96 8.0 OR 19 NA NA NA NA NA
S-5 Leachate 01/89 7.6 27.000 NA <1 <1 <5 8,300 <1
5/95 NS NS NA NA NA NA NA NA
11/95 7.4 NS 24.7 NA NA NA NA NA
2/96 7.0 OR 14.0 NA NA NA NA NA
P-1A Leachate 09/88 8.4 27.000 NA* <1 <1 <5 10,000 <1
(Well Destroyed) 7/89 NA' NA NA NA NA NA NA NA
(1994) 5/95 NS' NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
P-2A Leachate 09/88 7.7 35.000 NA <1 <1 <5 7,600 <1
7/89 NA NA NA NA NA NA NA NA
5/95 7.2 9800 NA NA NA NA NA NA
2/96 7.5 16.00 10 NA NA NA NA NA
P-4 Leachate 09/88 8.2 36.000 NA <1 <1 <5 13,000 <1
7/89 NA NA NA NA NA NA NA NA
5/95 8.0 OR 25 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
P-5 Leachate 09/88 7.2 43.000 NA <1 <1 <5 15,000 <1
(Well Destroyed) 7/89 NA NA NA NA NA NA NA NA
(1994) 5/95 NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
P-6 Leachate 5/95 NS NS NS NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
K-1 Leachate 5/95 6.7 OR 140 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
</TABLE>
<TABLE>
<CAPTION>
===================================================================================================================================
Chemical Biological
Location Hydroxyl Carbonate Total Oxygen Oxygen Nitrate/
No. Sulfate Cyanide ???????? ?????????' ???????? Ammonia -N* Demand* Demand* Nitrate-N*
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
S-1A <5 NA NA NA NA NA NA NA NA
NA NA <01 <2 NA 35 2400 40 0.27
NA NA <0.10 32.8 NA 770 1400 65 5
NA NA <0.10 <0.10 NA 940 2600 36 2.5
S-2 <5 NA NA NA NA NA NA NA NA
NA NA <5 ??? 3400 630 2100 150 8.33
NA NA <0.10 319.5 NA 970 1600 240 6.0
NA NA <0.10 300 NA 130 2300 87 1.5
S-3A <5 NA NA NA NA NA NA NA NA
NA NA <01 <2 NA 290 1800 40 0.14
NA NA <0.10 11.6 NA 730 980 62 2.5
NA NA <0.10 <0.10 NA 660 1900 35 2.0
S-4A <5 NA NA NA NA NA NA NA NA
NA NA <01 <2 NA 240 2100 70 8.15
NA NA <0.10 8.0 NA 650 1300 80 4.0
NA NA <0.10 <0.10 NA 530 2600 34 3.0
S-5 <5 NA NA NA NA NA NA NA NA
NA NA NS NS NS NS NS NS NS
NA NA <0.10 2.0 NA 590 610 33 0.6
NA NA <0.10 <0.10 NA 420 1100 25 1.5
P-1A 37 NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
P-2A 1.9 NA NA NA NA NA NA NA NA
NA <0.2 NA NA NA NA NA NA NA
NA NA <5 <5 1990 14 450 ??? <0.5
NA NA <0.10 1.6 NA 110 960 39 1.0
NA NA <0.10 <0.10 NA 140 680 <5.0 1.5
P-4 140 NA NA NA NA NA NA NA NA
NA <0.02 NA NA NA NA NA NA NA
NA NA <0.1* <0.2* NAL 470 1700 4* 8.12
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
P-5 400 NA NA NA NA NA NA NA NA
NA <0.02 NA NA NA NA NA NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
P-6 NA NA NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
K-1 NA NA <0.1* <2* NA 320 1200 26* <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
</TABLE>
<TABLE>
<CAPTION>
================================================================================
Total Total Total
Location Dissolved Total ??????? Organic ??????????
No. Solids* Nitrogen Carbon Solids*
--------------------------------------------------------------------------------
<S> <C> <C> <C> <C>
S-1A NA NA NA NA
22,000 730 550* 120
22,000 995 430 39
17,000 1,320 490 130
S-2 NA NA NA NA
16,000 700 510* <50
19,000 994 470 110
16,000 189 590 13
S-3A NA NA NA NA
18,900 710 350* 74
18,000 747 5 290 43
16,000 676 380 31
S-4A NA NA NA NA
20,000 118 460* 87
20,000 826 400 66
17,000 778 420 96
S-5 NA NA NA NA
NS NS NS NS
18,000 679 4 170 56
16,000 454 200 94
P-1A NA NA NA NA
NA NA NA NA
NS NS NS NS
NS NS NS NS
NS NS NS NS
P-2A NA NA NA NA
NA NA NA NA
6,500 98 110 <50
8,200 219 150 31
12,000 166 120 17
P-4 NA NA NA NA
NA NA NA NA
<50 590 550* 20.000
NS NS NS NS
NS NS NS NS
P-5 NA NA NA NA
NA NA NA NA
NS NS NS NS
NS NS NS NS
NS NS NS NS
P-6 NS NS NS NS
NS NS NS NS
NS NS NS NS
K-1 740 310 260* 22.00
NS NS NS NS
NS NS NS NS
</TABLE>
<PAGE> 393
[GEOMATRIX LOGO]
TABLE 1
GENERAL WATER QUALITY PARAMETERS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Page 2 of 3
<TABLE>
<CAPTION>
===================================================================================================================================
Location Specific Turbidity Nitrite Nitrate Phosphate
No. Description Date pH Conductance(1) (NTU) (as N)(3) (as N)(3) (as P)(3) Chloride(3) Fluoride(3)
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
K-2 Leachate 5/95 7.3 OR 15 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
MW-3-1 Leachate 5/95 8.7 OR 30 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
K-3 Shallow 05/95 6.5 OR 2.4 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
K-4 Shallow 5/95 6.3 OR 70 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
K-5 Shallow 5/95 6.0 OR 17 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
P-3 Shallow 09/88 6.8 39,000 NA <1 <1 <5 13,000 <1
Groundwater 7/89 NA NA NA NA NA NA NA NA
5/95 6.6 OR 20 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
P-7 Shallow 5/95 7.0 OR 2.2 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
P-8 Shallow 5/95 6.2 OR 89 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
MW-3 Shallow 5/95 6.9 OR 36 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
UGP-2 Shallow 5/95 7.0 OR 15 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
MW-1 Deep Groundwater/ 5/95 7.5 OR 55 NA NA NA NA NA
Beneath Refuse 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
MW-2 Deep Groundwater/ 5/95 6.7 OR 12 NA NA NA NA NA
Beneath Refuse 11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
P-1B Deep Groundwater/ 09/88 7.3 34,000 NA 4 <1 <5 12,000 <1
Beneath Refuse 7/89 NA NA NA NA NA NA NA NA
5/95 6.8 OR* 26 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
P-2B Deep Groundwater/ 09/88 7.1 44,000 NA <1 <1 <5 17,000 <1
Beneath Refuse 7/89 NA NA NA NA NA NA NA NA
5/95 6.8 OR 6.3 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
</TABLE>
<TABLE>
<CAPTION>
===================================================================================================================================
Chemical Biological
Location Hydroxyl Carbonate Total Oxygen Oxygen Nitrate/
No. Sulfate Cyanide(3) Alkalinity(4) Alkalinity(4) Alkalinity(4) Ammonia-N(9) Demand(9) Demand(9) Nitrite-N(9)
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
K-2 NA NA <0.1 <2 NA 49 1600 8.8 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
MW-3-1 NA NA 2 300 NA 250 2000 30 0.22
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
K-3 NA NA <0.1 <2 NA 210 1100 21 0.06
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
K-4 NA NA <5 <5 1700 75 4.6 990 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
K-5 NA NA <0.1(10) <2(10) NA 40 700 29(10) <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
P-3 3,400 NA NA NA NA NA NA NA NA
NA <0.02 NA NA NA NA NA NA NA
NA NA <0.1 <2 NAL 120 1000 4 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
P-7 NA NA <0.1(10) <2(10) NA 54 1100 110(10) <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
P-8 NA NA <0.1(10) <2(10) NA 47 970 <1(10) <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
MW-3 NA NA <5 <5 2900 54 1100 10 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
UGP-2 NA NA <5 <5 3500 69 1600 14 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
MW-1 NA NA <0.1 <2 NA 17 590 11 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
MW-2 NA NA <0.1 <2 NA 39 560 12 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
P-1B 150 NA NA NA NA NA NA NA NA
NA <0.02 NA NA NA NA NA NA NA
NA NA <5 <5 2200 62 680 8.0(10) <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
P-2B 64 NA NA NA NA NA NA NA NA
NA <0.02 NA NA NA NA NA NA NA
NA NA <5 <5 1500 22 930 <6(10) 0.32
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
</TABLE>
<TABLE>
<CAPTION>
================================================================================
Total Total Total
Location Dissolved Total Kjeidhl Organic Suspended
No. Solids(8) Nitrogen(9) Carbon(9) Solids(9)
--------------------------------------------------------------------------------
<S> <C> <C> <C> <C>
K-2 29,000 95 230(10) 310
NS NS NS NS
NS NS NS NS
MW-3-1 26,000 470 350(10) 96
NS NS NS NS
NS NS NS NS
K-3 110 210 250(10) 20,000
NS NS NS NS
NS NS NS NS
K-4 52,000 130 63(10) 560
NS NS NS NS
NS NS NS NS
K-5 83 53 210(10) 24,000
NS NS NS NS
NS NS NS NS
P-3 NA NA NA NA
NA NA NA NA
19,000 210 22(10) 330
NS NS NS NS
NS NS NS NS
P-7 490 100 72(10) 48,000
NS NS NS NS
NS NS NS NS
P-8 660 89 110(10) 32,000
NS NS NS NS
NS NS NS NS
MW-3 30,000 60 16(10) 3400
NS NS NS NS
NS NS NS NS
UGP-2 49,000 53 64(10) 100
NS NS NS NS
NS NS NS NS
MW-1 28,000 23 <2(10) 88
NS NS NS NS
NS NS NS NS
MW-2 19,000 35 5(10) 100
NS NS NS NS
NS NS NS NS
P-1B NA NA NA NA
NA NA NA NA
23,000 58 17 3400
NS NS NS NS
NS NS NS NS
P-2B NA NA NA NA
NA NA NA NA
29,000 7.6 3 54
NS NS NS NS
NS NS NS NS
</TABLE>
<PAGE> 394
[GEOMATRIX LOGO]
TABLE 1
Page 3 of 3
GENERAL WATER QUALITY PARAMETERS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
<TABLE>
<CAPTION>
===================================================================================================================================
Location Specific Turbidity ??????? Nitrate Phosphate
No. Description Date pH Conductance9 (NTU) (as N)9 (as N)9 (as N)9 Chloride9 Fluoride8
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
UGP-1 Deep 10/88 7.1 35,000 NA <1 <1 <5 14,000 <1
Groundwater/ 5/95 6.7 OR ?? NA NA NA NA NA
South of Site 5/95 6.7 OR ?? NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
Sulfur Surface Water 10/88 7.8 49,000 NA <20 <1 <5 20,000 <1
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
Sulfur Surface Water 10/88 7.9 49,000 NA <20 <1 <5 19,000 <1
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
SW-1 Surface Water 5/95 7.7 19,700 7100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
SW-2 Surface Water 5/95 8.0 18,800 24 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
SW-3 Surface Water 5/95 8.0 18,800 24 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
</TABLE>
Notes:
1 Specific Conductance in ????.com: analyzed by EPA Method 120.1.
2 Major unions in ppm; analyzed by EPA Method 300
3 Cyanide in ppm: analyzed by EPA Method 335.2
4 Concentration as mg CaCO,/1
5 Concentration mg/1
6 No - not applicable
7 NA - not analyzed
8 NS - not sampled
9 OR - out of range: specific conductance greater than 19.900
?? measured in field.
10 Analyzed past the holding time by laboratory
<TABLE>
<CAPTION>
===================================================================================================================================
Chemical Biological
Location Hydroxyl Carbonate Total Oxygen Oxygen Nitrate/
No. Sulfate9 Cyanide9 ???????? ?????????' ???????? Ammonia -N* Demand* Demand* ???????-N*
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
UGP-1 28 NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA
NA NA <5 <5 1500 31 480 3.8 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
Sulfur 2600 NA NA NA NA NA NA NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
Sulfur 2600 NA NA NA NA NA NA NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
SW-1 NA NA <0.1 <2 NA ??? 1300 6 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
SW-2 NA NA <01 <2 NA ??? 310 4.8 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
SW-3 NA NA <0.1 <2 NA 1.7 300 3 <0.05
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
================================================================================
Total Total Total
Location Dissolved Total ??????? Organic ??????????
No. Solids* Nitrogen Carbon Solids*
--------------------------------------------------------------------------------
<S> <C> <C> <C> <C>
UGP-1 NA NA NA NA
NA NA NA NA
20,000 16 31* 640
NS NS NS NS
NS NS NS NS
Sulfur NA NA NA NA
NS NS NS NS
NS NS NS NS
Sulfur NA NA NA NA
NS NS NS NS
NS NS NS NS
SW-1 16,000 5 31* 10,000
NS NS NS NS
NS NS NS NS
SW-2 17,000 4.7 18* 61
NS NS NS NS
NS NS NS NS
SW-3 17,000 4.5 16* 110
NS NS NS NS
NS NS NS NS
</TABLE>
<PAGE> 395
TABLE 2
METALS CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Redwood City, California
Page 1 of 4
Concentrations in parts per million (ppm)
<TABLE>
<CAPTION>
Well
No. Description Date As Ba Cd Cr Co Cu Ph Hg Mo Ni Se
---- ----------- ----- ------ ---- ------ ------ ---- ------ ------ -------- ----- ----- ------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
S-1A Leachate 01/89 0.005 0.52 <0.003 0.06 0.07 0.005 <0.01 <0.0003 <0.05 0.19 <0.02
5/95 <0.050 NA <0.025 <0.050 NA <0.050 0.050 <0.0004 NA 0.19 <0.050
11/95 0.008 NA <0.020 0.059 NA <0.050 <0.050 <0.00005 NA 0.53 <0.050
2/96 0.011 NA <0.020 <0.050 NA 0.19 <0.050 <0.0005 NA 0.38 <0.050
-----------------------------------------------------------------------------------------------------------------------------
S-2 Leachate 01/89 0.10 0.36 <0.003 0.3 0.06 0.005 <0.01 <0.0003 <0.05 0.15 <0.02
5/95 <0.05 NA <0.125 <0.25 NA <0.25 <0.005 <0.0004 NA <0.5 <0.05
5/95 <0.05 NA <0.125 <0.25 NA <0.25 <0.005 <0.0004 NA <0.5 <0.05
11/95 0.016 NA <0.020 0.14 NA <0.050 <0.050 <0.0005 NA 0.42 <0.050
2/96 0.018 NA <0.020 0.093 NA 0.086 <0.050 <0.0005 NA 0.30 <0.050
-----------------------------------------------------------------------------------------------------------------------------
S-3A Leachate 01/89 0.058 0.34 <0.003 0.02 0.06 0.01 <0.01 <0.0003 <0.05 0.14 <0.02
5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA 0.170 <0.050
11/95 <0.005 NA <0.020 <0.050 NA <0.050 <0.050 <0.0005 NA 0.34 <0.050
2/96 <0.005 NA <0.020 0.092 NA <0.050 <0.050 <0.0005 NA 0.21 <0.050
-----------------------------------------------------------------------------------------------------------------------------
S-4A Leachate 01/89 0.094 0.47 <0.003 0.03 0.05 0.016 <0.01 <0.0003 <0.05 0.21 <0.02
07/89 0.005 ND ND 0.04 ND ND 0.1 ND ND 0.3 ND
5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA 0.200 <0.050
11/95 0.012 NA <0.020 <0.050 NA <0.050 <0.050 <0.0005 NA 0.58 <0.050
2/96 0.017 NA <0.020 <0.050 NA 0.18 <0.050 <0.0005 NA 0.46 <0.050
-----------------------------------------------------------------------------------------------------------------------------
S-5 Leachate 01/89 0.047 1.3 <0.003 0.03 0.02 <0.005 <0.01 <0.0003 <0.05 0.06 <0.02
07/89 0.007 1.0 0.03 ND 0.08 ND 0.3 ND ND ND ND
5/95 NS NS NS NS NS NS NS NS NS NS NS
11/95 <0.005 NA <0.020 <0.050 NA <0.050 <0.050 <0.0005 NA 0.28 <0.050
2/96 <0.005 NA <0.020 <0.050 NA 0.14 <0.050 <0.0005 NA 0.13 <0.050
-----------------------------------------------------------------------------------------------------------------------------
P-1A Leachate 09/88 0.022 0.56 <0.003 0.08 0.03 <0.005 <0.01 <0.0003 <0.05 0.09 0.007
(Well 07/89 ND 0.8 0.03 ND ND ND 0.2 ND ND ND ND
Destroyed 5/95 NS NS NS NS NS NS NS NS NS NS NS
1994) 11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
P-2A Leachate 09/88 0.012 0.60 <0.003 0.13 0.03 <0.005 <0.01 <0.0003 <0.05 0.06 0.006
5/95 <0.005 NA <0.005 <0.010 NA <0.010 <0.005 <0.0004 NA <0.020 <0.005
11/95 <0.005 NA <0.020 <0.050 NA <0.050 <0.050 <0.0005 NA <0.100 <0.050
2/96 <0.005 NA <0.020 0.088 NA 0.098 <0.050 <0.0005 NA <0.100 <0.050
-----------------------------------------------------------------------------------------------------------------------------
P-4 Leachate 09/88 0.056 0.48 0.004 0.10 0.07 0.41 0.44 <0.0003 0.35 0.52 <0.03
5/95 <0.050 NA <0.025 <0.050 NA 0.090 <0.050 <0.0004 NA 0.330 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
P-5 Leachate 09/88 0.026 0.52 <0.003 0.02 0.02 0.11 <0.01 <0.0003 <0.05 0.14 0.054
(Well 5/95 NS NS NS NS NS NS NS NS NS NS NS
Destroyed 11/95 NS NS NS NS NS NS NS NS NS NS NS
1994) 2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
P-6 Leachate 5/95 NS NS NS NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
</TABLE>
<TABLE>
<CAPTION>
Well
No. Description Date Ag Zn Ca Fe Mn K Na
---- ----------- ----- ------- ------ --- --- ----- ---- ------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
S-1A Leachate 01/89 <0.005 0.041 19 2.7 0.035 860 9500
5/95 <0.050 <0.100 NA NA NA NA NA
11/95 <0.005 <0.100 NA NA NA NA NA
2/96 <0.005 <0.100 NA NA NA NA NA
------------------------------------------------------------------------------------------
S-2 Leachate 01/89 <0.005 0.048 24 1.4 0.068 740 8800
5/95 <0.25 <0.5 NA NA NA NA NA
5/95 <0.25 <0.5 NA NA NA NA NA
11/95 <0.005 <0.100 NA NA NA NA NA
2/96 <0.005 0.12 NA NA NA NA NA
------------------------------------------------------------------------------------------
S-3A Leachate 01/89 <0.005 0.047 26 1.5 0.048 940 6800
5/95 <0.050 <0.100 NA NA NA NA NA
11/95 <0.005 <0.100 NA NA NA NA NA
2/96 <0.005 <0.100 NA NA NA NA NA
------------------------------------------------------------------------------------------
S-4A Leachate 01/89 <0.005 0.065 29 1.5 0.16 690 6800
07/89 ND 0.09 NA NA NA NA NA
5/95 <0.050 <0.100 NA NA NA NA NA
11/95 <0.0005 <0.100 NA NA NA NA NA
2/96 <0.0005 <0.100 NA NA NA NA NA
------------------------------------------------------------------------------------------
S-5 Leachate 01/89 <0.005 0.028 61 1.7 0.17 610 4800
07/89 ND 0.1 NA NA NA NA NA
5/95 NS NS NA NA NA NA NA
11/95 <0.0005 <0.100 NA NA NA NA NA
2/96 <0.005 <0.100 NA NA NA NA NA
------------------------------------------------------------------------------------------
P-1A Leachate 09/88 <0.005 0.036 270 1.5 0.14 900 13,000
(Well 07/89 ND 0.1 NA NA NA NA NA
Destroyed 5/95 NS NS NS NS NS NS NS
1994) 11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------
P-2A Leachate 09/88 <0.005 0.028 60 3.3 0.33 2300 5100
5/95 <0.010 <0.020 NA NA NA NA NA
11/95 <0.0005 <0.100 NA NA NA NA NA
2/96 <0.0005 <0.100 NA NA NA NA NA
------------------------------------------------------------------------------------------
P-4 Leachate 09/88 <0.005 0.51 130 2 0.25 980 8100
5/95 <0.050 0.16 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------
P-5 Leachate 09/88 <0.005 0.035 480 45 1.2 890 9300
(Well 5/95 NS NS NS NS NS NS NS
Destroyed 11/95 NS NS NS NS NS NS NS
1994) 2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------
P-6 Leachate 5/95 NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
</TABLE>
<PAGE> 396
TABLE 2
METALS CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Page 2 of 4
Concentrations in parts per million (ppm)
<TABLE>
<CAPTION>
Well
No. Description Date As Ba Cd Cr Co Cu Pb Hg Mo Ni Se
------ ----------- ----- ------ ---- ------ ------ ---- ------ ------ ------- ----- ------ ------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
K-1 Leachate 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
K-2 Leachate 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
MW-3-1 Leachate 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
K-3 Shallow 07/89 ND 2.0 0.03 0.03 0.2 ND 0.1 ND ND 0.2 ND
Groundwater 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
K-4 Shallow 07/89 ND ND 0.06 0.06 0.2 0.4 0.5 ND ND 0.3 ND
Groundwater 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
K-5 Shallow 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.480 <0.050
Groundwater 11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
P-3 Shallow 09/88 0.026 0.42 <0.003 <0.01 <0.02 <0.005 <0.01 <0.0003 <0.05 0.03 <0.02
Groundwater 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA 0.14 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
P-7 Shallow 07/89 0.008 ND 0.04 0.03 0.1 ND 0.4 0.002 ND 0.2 0.002
Groundwater 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
P-8 Shallow 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
Groundwater 11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
MW-3 Shallow 07/89 0.02 ND 0.03 0.04 0.1 ND 0.1 ND ND 0.3 0.2
Groundwater 5/95 0.067 NA <0.025 <0.050 NA <0.050 <0.005 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
UGP-2 Shallow 07/89 ND ND 0.1 0.06 0.2 0.1 0.4 0.002 ND 0.4 0.002
Groundwater/ 5/95 0.22 NA <0.025 <0.05 NA <0.05 <0.05 <0.0004 NA <0.1 <0.05
South of Site 5/95 0.200 NA <0.125 <0.250 NA <0.250 <0.050 <0.0004 NA <0.500 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
MW-1 Deep/Beneath 07/89 ND 2.0 0.08 ND 0.2 ND 0.3 ND ND ND ND
Refuse 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
</TABLE>
<TABLE>
<CAPTION>
Well
No. Description Date Ag Zn Ca Fe Mn K Na
------ ----------- ----- ------- ------ ---- --- --- --- ----
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
K-1 Leachate 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
K-2 Leachate 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
MW-3-1 Leachate 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
K-3 Shallow 07/89 0.05 ND NA NA NA NA NA
Groundwater 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
K-4 Shallow 07/89 ND 0.4 NA NA NA NA NA
Groundwater 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
K-5 Shallow 5/95 <0.050 <0.340 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
P-3 Shallow 09/88 <0.005 0.019 2400 100 1.5 480 7900
Groundwater 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
P-7 Shallow 07/89 ND 0.2 NA NA NA NA NA
Groundwater 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
P-8 Shallow 5/95 <0.050 <0.100 NA NA NA NA NA
Groundwater 11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
MW-3 Shallow 07/89 ND ND NA NA NA NA NA
Groundwater 5/95 <0.005 <0.100 NS NA NA NA NA
11/95 NS NS NA NS NS NS NS
2/96 NS NS NS NS NS NS NS
UGP-2 Shallow 07/89 ND 1.0 NA NA NA NA NA
Groundwater 5/95 <0.05 <0.1 NA NA NA NA NA
South of Site 5/95 <0.250 <0.500 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
MW-1 Deep/Beneath 07/89 ND 0.1 NA NA NA NA NA
Refuse 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
</TABLE>
<PAGE> 397
TABLE 2
METALS CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE Page 3 of 4
Concentrations in parts per million (ppm)
<TABLE>
<CAPTION>
Well
No. Description Date As Ba Cd Cr Co Cu Pb Hg Mo Ni Se
---- ----------- ----- ------ ----- ------ ------ ------ ------ ------ -------- ----- ----- ------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
MW-2 Deep/Beneath 07/89 ND 4.6 0.08 ND 0.09 ND 0.4 ND ND ND ND
Refuse 5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
P-1B Deep/Beneath 09/88 0.014 0.84 <0.003 0.07 <0.02 0.006 <0.01 <0.0003 <0.05 0.02 <0.02
Refuse 07/89 ND ND 0.02 ND 0.1 0.09 0.4 ND ND ND ND
5/95 <0.050 NA <0.005 <0.010 NA 0.013 <0.005 <0.0004 NA <0.020 <0.05
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
P-2B Deep/Beneath 09/88 <0.01 1.2 <0.003 <0.01 0.02 <0.005 <0.01 <0.0003 0.06 <0.01 <0.03
Refuse 07/89 0.02 2.0 0.07 ND 0.2 0.1 0.5 ND ND ND ND
5/95 <0.005 NA <0.005 <0.01 NA 0.033 <0.005 <0.0004 NA <0.02 <0.05
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
UGP-1 Deep 10/88 0.015 2.1 <0.003 <0.01 <0.02 <0.005 <0.01 <0.0003 <0.05 0.02 <0.03
Groundwater/ 07/89 ND 2.0 0.03 ND 0.01 0.4 0.4 ND ND ND ND
South of Site 5/95 0.026 NA <0.025 <0.050 NA <0.050 <0.005 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
Surfup Surface Water 09/88 <0.20 0.400 <0.003 0.010 <0.02 0.006 <0.010 <0.0003 <0.050 <0.010 <0.030
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
Surfdn Surface Water 09/88 <0.010 0.040 <0.003 <0.010 <0.020 0.005 <0.010 <0.0003 <0.050 <0.010 <0.030
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
SW-1 Surface Water 08/89 0.005 <1 0.003 0.02 0.1 <0.09 0.2 <0.002 <1.0 0.3 <0.001
5/95 <0.050 NA <0.025 <0.05 NA <0.050 <0.005 <0.0004 NA <0.100 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
SW-2 Surface Water 08/89 0.01 <1 0.03 0.02 0.1 <0.09 0.1 <0.002 <1.0 0.3 0.007
5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.005 <0.0004 NA 0.200 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
SW-3 Surface Water 08/89 0.005 ND 0.03 0.03 0.1 ND 0.2 ND ND 0.2 ND
5/95 <0.050 NA <0.025 <0.050 NA <0.050 <0.050 <0.0004 NA 0.330 <0.050
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
SW-4 Surface Water 08/89 0.006 ND 0.03 0.03 0.1 ND 0.1 ND ND 0.3 ND
5/95 NS NS NS NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
SW-5 Surface Water 08/89 0.009 ND 0.03 0.03 0.1 ND 0.1 ND ND 0.3 ND
5/95 NS NS NS NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
Well
No. Description Date Ag Zn Ca Fe Mn K Na
---- ----------- ----- ------ ----- ------ ------ ------ ------ -------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
MW-2 Deep/Beneath 07/89 ND 0.4 NA NA NA NA NA
Refuse 5/95 <0.050 0.160 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
P-1B Deep/Beneath 09/88 <0.005 0.64 <0.003 0.05 1.7 170 8400
Refuse 07/89 ND 0.9 0.02 NA NA NA NA
5/95 <0.010 NA <0.020 NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
P-2B Deep/Beneath 09/88 <0.005 0.05 360 0.19 2.3 150 9300
Refuse 07/89 ND 0.5 NA NA NA NA NA
5/95 <0.01 <0.02 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
UGP-1 Deep 10/88 <0.005 0.055 330 3.7 2.2 160 7000
Groundwater/ 07/89 ND 0.6 NA NA NA NA NA
South of Site 5/95 <0.050 <0.100 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
Surfup Surface Water 09/88 <0.005 0.014 340 0.630 0.056 360 9,900
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
Surfdn Surface Water 09/88 <0.005 0.012 350 0.040 0.029 370 11,000
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
SW-1 Surface Water 08/89 <0.05 <0.06 NA NA NA NA NA
5/95 <0.050 0.200 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
SW-2 Surface Water 08/89 <0.05 <0.06 NA NA NA NA NA
5/95 <0.05 0.270 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
SW-3 Surface Water 08/89 ND ND NA NA NA NA NA
5/95 <0.050 0.370 NA NA NA NA NA
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
SW-4 Surface Water 08/89 ND ND NA NA NA NA NA
5/95 NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
SW-5 Surface Water 08/89 ND ND NA NA NA NA NA
5/95 NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------
</TABLE>
<PAGE> 398
TABLE 2
METALS CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE Page 4 of 4
Concentration in parts per million (ppm)
<TABLE>
Notes:
<S> <C>
As - Arsenic, Ba - Barium, Cd - Cadmium, Cr - Chromium, Sources:
Co - Cobalt, Cu - Copper, Pb - Lead, Hg - Mercury, September 1988 data: Levine-Fricke, 1989
Mo - Molybdenum, Ni - Nickel, Se - Selenium, Ag - Silver, July 1989 data: McLaren-Hart, 1990
Zn - Zinc, Ca - Calcium, Fe - Iron, Mn - Manganese,
K - Potassium, Na - Sodium
ND - non-detect; detection limits can be found in laboratory
data sheets contained in the original sources
NS - not sampled
NA - not analyzed
</TABLE>
<PAGE> 399
TABLE 3
VOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Redwood City, California Page 1 of 5
Concentrations in parts per million (ppm)
<TABLE>
<CAPTION>
------------------------------------------------------------------------------------------------------------------------------------
Carbon
Well Chloro- Tetra- Ethyl- Total Chloro-
No. Description Date form I.I.I.-TCA chloride TCE PCE Benzene Toluene Benzene Xyelenes benzene
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
S-1A Leachate 01/89 <0.005 <0.005 <0.005 <0.005 <0.005 0.026 0.031 0.023 0.098 <0.005
06/92 ND ND ND ND ND 0.018 0.031 0.021 0.065 ND
09/92 ND ND ND ND ND <0.03 <0.03 <0.03 <0.03 ND
12/92 ND ND ND ND ND 0.016 0.025 0.021 0.052 ND
03/93 ND ND ND ND ND 0.010 0.016 0.017 0.043 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 0.0089 0.012 0.018 0.036 ND
11/95 <0.005 <0.005 <0.005 <0.005 <0.005 0.0061 <0.005 <0.005 0.022 <0.005
2/96 <0.005 <0.005 <0.005 <0.005 <0.005 0.007 0.013 0.016 0.031 <0.005
------------------------------------------------------------------------------------------------------------------------------------
S-2 Leachate 01/89 <0.005 <0.005 <0.005 <0.005 <0.005 0.013 0.14 0.049 0.170 <0.005
06/92 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 0.2 0.070 0.24 <0.03
09/92 ND ND ND ND ND <0.03 0.21 0.090 0.3 ND
12/92 ND ND ND ND ND 0.012 0.17 0.064 0.18 ND
03/93 ND ND ND ND ND 0.011 0.13 0.057 0.19 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 0.0085 0.160 0.049 0.162 <0.005
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 0.011 0.l70 0.056 0.184 <0.005
11/95 <0.005 <0.005 <0.005 <0.005 <0.005 0.011 0.190 0.065 0.220 <0.005
2/96 <0.005 <0.005 <0.005 <0.005 <0.005 0.010 0.160 0.049 0.160 <0.005
------------------------------------------------------------------------------------------------------------------------------------
S-3A Lechate 01/89 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.02 0.028 0.11 <0.005
06/92 <0.005 <0.005 <0.005 <0.005 <0.005 0.005 0.098 0.037 0.118 <0.005
09/92 ND ND ND ND ND <0.03 <0.03 <0.03 0.03 <0.03
12/92 ND ND ND ND ND 0.005 0.005 0.024 0.065 0.008
03/93 ND ND ND ND ND <0.005 0.007 0.82 0.05 0.020
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.0066 0.018 0.047 <0.005
11/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.0058 0.0014 0.0046 <0.005
2/96 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.0076 0.018 0.041 <0.005
------------------------------------------------------------------------------------------------------------------------------------
S-4A Lechate 06/92 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.044 0.025 0.046 <0.005
09/92 ND ND ND ND ND <0.03 <0.03 <0.03 <0.03 ND
12/92 ND ND ND ND ND <0.005 0.028 0.018 0.037 ND
03/93 ND ND ND ND ND <0.005 0.034 0.018 0.034 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.016 0.019 0.033 <0.005
11/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.020 0.017 0.031 <0.005
2/96 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.021 0.014 0.017 <0.005
------------------------------------------------------------------------------------------------------------------------------------
S-5 01/89 <0.005 <0.005 <0.005 <0.005 <0.005 0.005 0.033 0.025 0.053 <0.005
07/89 ND ND ND ND ND ND 0.006 0.024 0.012 ND
06/92 ND ND ND ND ND <0.005 <0.005 <0.005 ND ND
5/95 NS NS NS NS NS NS NS NS NS NS
11/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.023 0.012 <0.005
2/96 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.0068 0.017 0.020 <0.005
------------------------------------------------------------------------------------------------------------------------------------
P-1A Leachate 09/88 <0.03 <0.03 <0.03 <0.03 0.097 <0.03 0.093 0.046 0.22 <0.03
12/88 <0.005 <0.005 <0.005 <0.005 <0.005 0.005 0.045 0.025 0.08 <0.05
(Well 03/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 0.11 0.05 0.17 <0.01
Destroyed 06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 0.06 <0.001 0.110 <0.001
1994) 07/89 ND ND ND ND ND 0.007 0.097 0.048 0.080 ND
5/95 NS NS NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------------------------------
1,3,5- 1,2,4-
Well Trimethyl- Trimethyl- 1,2-Dichloro- 1-4-Dichloro- P-Isopropyl- 4-Methyl-
No. Description Date benzene benzene benzene benzene toluene Acetone 2-Butanone 2-pantanone
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
S-1A Leachate 01/89 ND ND <0.01 <0.01 ND <0.01 <0.01 <0.05
06/92 ND ND ND ND ND ND ND ND
09/92 ND ND ND ND ND ND ND ND
12/92 ND ND ND ND ND ND ND ND
03/93 ND ND ND ND ND ND ND ND
5/95 0.010 0.043 <0.005 0.016 0.0071 <0.050 <0.020 <0.020
11/95 0.0084 <0.005 <0.005 0.014 <0.005 <0.050 <0.020 <0.020
2/96 0.0076 0.033 <0.005 0.016 0.054 <0.050 <0.020 <0.020
------------------------------------------------------------------------------------------------------------------------------------
S-2 Leachate 01/89 ND ND <0.04 <0.04 ND 0.150 <0.100 <0.05
06/92 ND ND <0.03 <0.03 ND 0.2 <0.1 <0.1
09/92 ND ND ND ND ND ND ND ND
12/92 ND ND ND ND ND 0.09 0.03 0.03
03/93 ND ND ND ND ND 0.08 ND 0.02
5/95 0.010 0.044 <0.005 0.025 0.130 0.095 0.023 0.026
5/95 0.010 0.047 0.005 0.027 0.150 0.100 0.025 0.027
11/95 0.014 0.053 <0.005 0.026 0.130 0.140 <0.020 0.028
2/96 0.010 0.039 <0.005 0.022 0.130 0.068 <0.020 <0.020
------------------------------------------------------------------------------------------------------------------------------------
S-3A Lechate 01/89 ND ND ND ND ND <0.1 <0.1 <0.05
06/92 ND ND ND ND ND <0.02 <0.02 <0.02
09/92 ND ND ND ND ND ND ND ND
12/92 ND ND ND ND ND ND ND ND
03/93 ND ND ND ND ND ND ND ND
5/95 0.0053 0.020 <0.005 0.011 0.013 <0.05 <0.02 <0.02
11/95 0.0056 0.0017 <0.005 0.0076 0.0076 <0.050 <0.020 <0.020
2/96 0.0053 0.022 <0.005 0.011 0.011 <0.050 <0.020 <0.020
------------------------------------------------------------------------------------------------------------------------------------
S-4A Lechate 06/92 ND ND <0.005 0.025 ND 0.030 <0.02 <0.02
09/92 ND ND ND ND ND ND ND ND
12/82 ND ND ND ND ND ND ND ND
03/93 ND ND ND ND ND ND ND ND
5/95 0.0068 0.031 <0.005 0.023 <0.005 <0.05 <0.02 <0.02
11/95 0.0081 0.036 <0.005 0.020 0.047 <0.050 <0.020 <0.020
2/96 0.0055 0.027 <0.005 0.017 0.032 <0.050 <0.020 <0.020
------------------------------------------------------------------------------------------------------------------------------------
S-5 01/89 ND ND 0.01 <0.01 ND <0.1 <0.01 <0.05
07/89 ND ND ND 0.095 ND ND ND ND
06/92 ND ND 0.05 ND ND ND ND ND
5/95 ND NS NS NS NS NS NS NS
11/95 0.0057 <0.005 <0.005 0.020 0.017 <0.050 <0.020 <0.020
2/96 0.005 0.012 <0.005 0.016 0.0075 <0.050 <0.020 <0.020
------------------------------------------------------------------------------------------------------------------------------------
P-1A Leachate 09/88 ND ND <0.100 2.9 ND <0.5 <0.500 <0.300
12/88 ND ND ND 1.2 ND <0.05 <0.100 <0.005
(Well 03/89 ND ND 0.066 0.74 ND <0.1 <0.02 <0.01
Destroyed 06/89 ND ND <0.004 1.2 ND <0.01 <0.02 <0.001
1994) 07/89 ND ND ND ND ND ND ND ND
5/95 NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 400
TABLE 3
VOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Page 2 of 5
<TABLE>
<CAPTION>
Carbon 1,3,5-
Well Chloro- Tetra- Ethyl- Total Chloro- Trimethyl-
No. Description Date form I,I,I-TCA chloride TCE PCE Benzene Toluene Benzene Xylenes Benzene benzene
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
P-2A Leachate 09/88 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.015 0.007 0.017 <0.005 ND
12/88 <0.005 ND <0.005 ND <0.005 <0.005 <0.005 <0.005 <0.005 ND ND
03/89 <0.001 <0.001 <0.001 <0.001 <0.001 0.003 0.007 0.005 0.011 <0.001 ND
06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 0.002 0.002 0.004 0.002 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
2/96 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
------------------------------------------------------------------------------------------------------------------------------------
P-4 Leachate 09/88 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 0.028 <0.03 <0.05 <0.03 ND
12/88 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 0.03 0.01 0.02 <0.01 ND
03/89 <0.001 <0.001 <0.001 <0.001 <0.001 0.006 0.032 0.015 0.038 0.001 ND
06/89 <0.001 <0.001 <0.001 <0.001 <0.001 0.007 0.034 0.017 0.042 0.002 <0.005
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 0.0059 0.0066 0.011 0.0063 <0.005 ND
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-5 Leachate 09/88 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 ND
12/88 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 ND
(Well 03/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
Destroyed 06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
1994) 5/95 NS NS NS NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-6 Leachate 11/88 <0.001 ND <0.001 ND <0.001 0.019 0.001 0.018 0.12 ND ND
3/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.032 <0.001 ND
6/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.04 <0.001 ND
5/95 NS NS NS NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-1 Leachate 11/88 <0.001 ND <0.001 ND <0.001 0.004 <0.001 <0.001 <0.001 ND ND
6/89 <0.001 <0.001 <0.001 <0.001 <0.001 0.007 <0.001 0.003 0.003 <0.001 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 0.002 <0.005 0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-2 Leachate 11/88 <0.001 ND <0.001 ND <0.001 0.039 <0.001 0.014 0.001 0.001 ND
03/89 <0.001 <0.001 <0.001 <0.001 <0.001 0.030 <0.001 0.009 <0.001 <0.001 ND
6/89 <0.001 <0.001 <0.001 <0.001 <0.001 0.035 <0.001 0.006 0.001 <0.001 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-3-1 Leachate 5/95 <0.005 <0.005 <0.005 <0.005 <0.005 0.0075 0.0092 0.011 0.021 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-3 Shallow 11/88 <0.001 ND <0.001 ND <0.001 <0.001 <0.001 <0.001 <0.001 ND ND
Groundwater 3/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
07/89 ND ND ND ND ND ND ND ND ND ND ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
1,2,4
Well Trimothyl- 1,2-Dichloro- 1,4 Dichloro- P-Isoproyl 4-Methyl- Carbon TFH (as
No. Description Date benzene benzene benzene toluene Acetone 2-Butanome 2-pentanone Disulfide gasoline
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
P-2A Leachate 09/88 ND <0.02 <0.02 ND <0.100 <0.100 <0.05 <0.01 NA
12/88 ND ND <0.01 ND ND ND ND ND NA
03/89 ND NA NA ND 0.03 0.02 <0.01 <0.001 <1.0
06/89 ND <0.004 <0.004 ND <0.01 <0.02 <0.01 <0.001 <1.0
5/95 <0.005 <0.005 0.0079 <0.005 <0.050 <0.020 <0.020 <0.020 NA
11/95 <0.005 <0.005 0.008 <0.005 <0.050 <0.020 <0.020 <0.020 NA
2/96 <0.005 <0.005 0.0062 <0.005 <0.050 <0.020 <0.020 <0.020 NA
------------------------------------------------------------------------------------------------------------------------------------
P-4 Leachate 09/88 ND ND 0.025 ND <0.5 <0.5 <0.300 <0.05 NA
12/88 ND <0.002 <0.002 ND <0.1 <0.2 <0.01 <0.01 NA
03/89 ND NA NA ND 0.03 <0.02 <0.001 <0.001 2.5
06/89 ND NA NA ND 0.03 <0.02 <0.001 <0.001 2.3
5/95 0.0073 <0.005 0.019 0.0085 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-5 Leachate 09/88 ND ND <0.02 ND <0.1 <0.1 <0.05 <0.01 NA
12/88 ND ND <0.002 ND <0.05 <0.1 <0.005 <0.005 NA
(Well 03/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
Destroyed 06/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
1994) 5/95 NS NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-6 Leachate 11/88 ND ND <0.04 ND ND ND ND ND NA
3/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
6/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
5/95 NS NS NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-1 Leachate 11/88 ND ND <0.001 ND ND ND ND ND NA
6/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-2 Leachate 11/88 ND NA NA ND ND ND ND ND NA
03/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
6/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-3-1 Leachate 5/95 0.0065 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-3 Shallow 11/88 ND ND <0.002 ND ND ND ND ND NA
Groundwater 3/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
06/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
07/89 ND ND ND ND ND ND ND ND NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 401
TABLE 3
VOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Page 3 of 5
<TABLE>
<CAPTION>
Carbon 1,3,5-
Well Chloro- Tetra- Ethyl- Total Chloro- Trimethyl-
No. Description Date form 1,1,1-TCA chloride TCE PCE Benzene Toluene Benzene Xylenes Benzene benzene
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
K-4 Shallow 06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
Groundwater 07/89 ND ND ND ND ND ND ND ND ND ND ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-5 Shallow 11/88 <0.001 ND <0.001 ND <0.001 0.002 <0.001 <0.001 <0.001 ND ND
Groundwater 03/89 <0.001 <0.001 <0.001 <0.001 <0.001 0.002 <0.001 <0.001 <0.001 <0.001 ND
06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-3 Shallow 09/88 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 <0.05 <0.03 ND
Groundwater 12/88 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 ND
03/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-7 Shallow 11/88 0.001 ND <0.001 ND <0.001 <0.001 0.001 <0.001 <0.001 ND ND
Groundwater 03/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 0.001 <0.001 <0.001 <0.001 ND
07/89 ND ND ND ND ND ND ND ND ND ND ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-8 Shallow 11/88 0.002 ND <0.001 ND <0.001 <0.001 <0.001 <0.001 <0.001 ND ND
Groundwater 03/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 0.001 <0.001 <0.001 <0.001 ND
06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 0.002 <0.001 <0.001 <0.001 ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-3 Shallow 07/89 ND ND ND ND ND ND ND ND ND ND ND
Groundwater 5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
UGP-2 Shallow 11/88 0.001 ND <0.001 ND <0.001 <0.001 0.006 <0.001 <0.001 ND ND
Groundwater/ 03/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
South of Site 06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 0.001 <0.001 <0.001 <0.001 ND
07/89 ND ND ND ND ND ND ND ND ND ND ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-1 Deep 07/89 ND ND ND ND ND ND ND ND ND ND ND
Beneath 06/92 ND ND ND ND ND <0.005 <0.005 <0.005 <0.005 ND ND
Refuse 09/92 ND ND ND ND ND <0.005 <0.005 <0.005 <0.005 ND ND
12/92 ND ND ND ND ND <0.005 <0.005 <0.005 <0.005 ND ND
03/93 ND ND ND ND ND <0.005 <0.005 <0.005 <0.005 ND ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
1,2,4
Well Trimothyl- 1,2-Dichloro- 1,4 Dichloro- P-Isoproyl 4-Methyl- Carbon TFH (as
No. Description Date benzene benzene benzene toluene Acetone 2-Butanome 2-pentanone Disulfide gasoline
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
K-4 Shallow 06/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
Groundwater 07/89 ND ND ND ND ND ND ND ND NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-5 Shallow 11/88 ND <0.002 <0.002 ND ND ND ND ND NA
Groundwater 03/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
06/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-3 Shallow 09/88 ND <0.002 <0.02 ND <0.5 <O.5 <0.300 <0.05 NA
Groundwater 12/88 ND ND <0.002 ND <0.05 <0.1 <0.005 <0.005 NA
03/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
06/89 ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-7 Shallow 11/88 ND ND <0.04 ND ND ND ND 0.001 NA
Groundwater 03/89 ND NA NA ND <0.01 <0.02 <0.001 0.001 NA
07/89 ND ND ND ND ND ND ND ND NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-8 Shallow 11/88 ND ND ND ND ND ND ND 0.002 NA
Groundwater 03/89 ND NA ND NA <0.01 <0.02 <0.001 <0.001 NA
06/89 ND NA ND NA 0.02 <0.02 <0.001 <0.001 NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-3 Shallow 07/89 ND ND ND ND ND ND ND ND NA
Groundwater 5/95 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
UGP-2 Shallow 11/88 ND ND <0.04 <0.04 ND ND ND ND NA
Groundwater/ 03/89 ND NA NA NA 0.025 <0.02 <0.01 <0.001 NA
South of Site 06/89 ND NA NA NA 0.020 <0.02 <0.001 <0.001 NA
07/89 ND ND ND ND ND ND ND ND NA
5/95 <0.005 <0.005 <0.005 <0.050 <0.050 NA <0.020 NA NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-1 Deep 07/89 ND ND ND ND ND ND ND ND NA
Beneath 06/92 ND ND <0.005 ND ND ND ND ND NA
Refuse 09/92 ND ND <0.005 ND ND ND ND ND NA
03/93 ND ND <0.005 ND ND ND ND ND NA
12/92 ND ND <0.005 ND ND ND ND ND NA
5/95 <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
11/95 NS NS NS NS NS NS NA NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 402
TABLE 3
VOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Page 4 of 5
<TABLE>
<CAPTION>
CARBON 1,3,5-
WELL CHLORO- TETRA- ETHYL- TOTAL CHLORO- TRIMETHYL
NO. DESCRIPTION DATE FORM I,I,I-TCA CHLORIDE TCE PCE BENZENE TOLUENE BENZENE XYLENES BENZENE BENZENE
---- ----------- ----- ------- --------- -------- ----- ----- ------- ------- ------- ------- ------- ---------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
MW-2 DEEP/ 07/89 ND ND ND ND ND ND ND ND ND ND ND
BENEATH 5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
REFUSE 11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
P-1B DEEP/ 09/88 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.01 <0.005 ND
BENEATH 12/88 0.001 <0.001 0.005 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
REFUSE 03/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
07/89 ND 0.007 ND 0.010 ND ND ND ND ND ND ND
08/89 ND ND ND ND ND ND ND ND ND ND ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
P-2B DEEP/ 10/88 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.01 <0.005 ND
BENEATH 12/88 <0.001 ND <0.001 ND <0.001 <0.001 <0.001 <0.001 <0.001 ND ND
REFUSE 03/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
7/89 ND ND ND ND ND ND ND ND ND ND ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
UGP-1 DEEP 10/88 <0.005 ND <0.005 ND <0.005 <0.005 <0.005 <0.005 <0.01 ND ND
GROUND 12/88 <0.001 ND <0.001 ND <0.001 <0.001 <0.001 <0.001 <0.001 ND ND
WATER/ 06/89 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 ND
SOUTH OF 07/89 ND 0.006 ND 0.007 ND ND ND ND ND ND ND
SITE 08/89 ND ND ND ND ND ND ND ND ND ND ND
5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
SURF SURFACE 10/88 ND ND ND ND ND ND ND ND ND ND ND
UP WATER 11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
SURF SURFACE 10/88 ND ND ND ND ND ND ND ND ND ND ND
DOWN WATER 5/95
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
SW-1 SURFACE 10/88 ND ND ND ND ND ND ND ND ND ND ND
WATER 5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
SW-2 SURFACE 10/88 ND ND ND ND ND ND ND ND ND ND ND
WATER 5/95 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
SW-3 SURFACE 10/99 ND ND ND ND ND ND ND ND ND ND ND
WATER 5/95 <O.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
1,2,4
WELL TRIMETHYL- 1,2-DICHLORO- 1,4-DICHLORO- P-ISOPROPHYL- 4-METHYL- CARBON TPH (AS
NO. DESCRIPTION BENZENE BENZENE BENZENE TOLUENE ACETONE 2-BUTANONE 2-PENTANONE DISULFIDE GASOLINE)
---- ----------- ---------------------- ----------- -------------- -------- ----------- ----------- ------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
MW-2 DEEP/ ND ND ND ND ND ND ND ND NA
BENEATH <0.005 <0.005 <0.005 <0.005 <O.005 <0.020 <0.020 NA NA
REFUSE NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-1B DEEP/ ND <0.02 <0.02 ND <0.1 <0.1 <0.05 <0.01 NA
BENEATH ND <0.002 <0.002 ND <0.01 <0.02 <0.001 <0.001 NA
REFUSE ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
ND ND ND ND ND ND ND ND NA
ND ND ND ND ND ND ND ND NA
<0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-2B DEEP/ ND <0.02 <0.02 ND <0.1 <0.100 <0.05 <0.01 NA
BENEATH ND ND <0.002 ND ND ND ND ND NA
REFUSE ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
ND NA NA ND <0.01 <0.02 <0.001 <0.001 NA
ND ND ND ND ND ND ND ND NA
<0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
UGP- DEEP ND ND <0.02 ND ND ND ND ND NA
GROUND ND ND <0.002 ND ND ND ND ND NA
WATER ND <0.004 <0.002 ND <0.01 <0.02 <0.001 < 0.001 NA
SOUTH OF ND ND ND ND ND ND ND ND NA
SITE ND <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
<0.005 NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
NS
------------------------------------------------------------------------------------------------------------------------------------
SURF SURFACE ND ND ND ND ND ND ND ND NA
UP WATER NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
SURF SURFACE ND ND ND ND ND ND ND ND NA
DOWN WATER NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
NS
------------------------------------------------------------------------------------------------------------------------------------
SW-1 SURFACE ND ND ND ND ND ND ND ND NA
WATER <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
SW-2 SURFACE ND ND ND ND ND ND ND ND NA
WATER <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
SW-3 SURFACE ND ND ND ND ND ND ND ND NA
WATER <0.005 <0.005 <0.005 <0.005 <0.050 <0.020 <0.020 NA NA
NS NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 403
[GEOMATRIX LOGO]
TABLE 3
VOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Page 5 of 5
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
Carbon 1,3,5-
Well Chloro- Tetra- Ethyl- Total Chloro- Trimethyl-
No. Description Date form I,I,I-TCA chloride TCE PCE Benzene Toluene Benzene Xylenes benzene benzene
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
SW-4 Surface Water 10/88 ND ND ND ND ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-5 Surface Water 10/88 ND ND ND ND ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
<CAPTION>
------------------------------------------------------------------------------------------------------------------------------------
1,2,4- 1,2- 1,4-
Well Trimethyl- Dichloro- Dichloro- P-Isopropyl- 4-Methyl- Carbon TPH (as
No. Description Date benzene benzene benzene toluene Acetone 2-Butanone 2-pentanone Disulfide gasoline)
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
SW-4 Surface Water 10/88 ND ND ND ND ND ND ND ND NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
SW-5 Surface Water 10/88 ND ND ND ND ND ND ND ND NA
11/95 NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
Abbreviations
I,I,I-TCA - I,I,I-trichloroethane
TCE - trichloroethene
PCE - tetrachloroethene
TPH - total petroleum hydrocarbon
ND - Non-detect; detection on limits are presented in laboratory data sheets
contained in the sources.
NA - Not analyzed
NS - Not sampled
Source
1. September 1988, December, 1988, March 1989, and June 1989 data are from
Levine-Fricke, 1989.
2. July and August 1989 data are from McLaren-Hart, 1990.
<PAGE> 404
TABLE 4
SVOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
REDWOOD CITY, CALIFORNIA
Concentrations in parts per million (ppm) Page 1 of 4
<TABLE>
<CAPTION>
Well Type 2-Methyl- Bio (2-chloro- 2,4-Dimethyl 2-Methyl-
and No. Date Phenol phenol Isopropyl)ether 4-Methylphenol Isopherone phenol Nephtholene nephtholene Fluorene
--------------------------------------------------------------------------------------------------------------------------------
LEACHATE
--------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
S-1A 01/89 <0.01 ND <0.01 ND <0.01 <0.01 <0.01 ND <0.01
06/92 ND 0.01 ND <0.005 ND 0.11 0.023 <0.005 <0.005
09/92 ND <0.005 ND <0.005 ND 0.11 0.02 <0.005 <0.005
12/92 ND 0.006 ND 0.007 ND 0.001 0.033 <0.005 <0.005
03/93 ND 0.005 ND 0.007 ND 0.14 0.027 <0.005 <0.005
05/95 <0.010 <0.010 <0.010 <0.010 <0.010 0.093 0.024 <0.010 <0.010
11/95 0.014 <0.010 <0.010 <0.010 <0.010 0.086 0.013 <0.010 <0.010
02/96 <0.010 <0.010 <0.010 <0.010 <0.010 0.070 0.015 <0.010 <0.010
--------------------------------------------------------------------------------------------------------------------------------
S-2 01/89 <0.04 ND <0.04 ND <0.04 <0.04 <0.04 ND ND
06/92 ND 0.017 ND 0.14 ND 0.066 0.038 0.006 <0.005
09/92 ND 0.015 ND 0.11 ND 0.08 0.031 <0.005 <0.005
12/92 ND 0.017 ND 0.11 ND 0.062 0.037 0.006 <0.005
03/93 ND 0.018 ND 0.16 ND 0.15 0.048 0.006 <0.005
05/95 <0.010 <0.010 <0.010 0.012 <0.010 0.014 0.033 <0.010 <0.010
05/95 <0.010 <0.010 <0.010 0.013 <0.010 0.015 0.031 <0.010 <0.010
11/95 0.014 0.012 <0.010 0.103 <0.010 0.054 0.018 <0.010 <0.010
02/96 <0.010 <0.010 <0.010 0.071 <0.010 0.048 0.020 <0.010 <0.010
--------------------------------------------------------------------------------------------------------------------------------
S-3A 01/89 <0.02 ND <0.02 ND <0.02 <0.02 <0.04 ND <0.02
06/92 ND <0.005 ND <0.005 ND 0.019 0.068 0.018 0.01
09/92 ND <0.005 ND <0.005 ND <0.005 0.037 0.01 <0.005
12/92 ND <0.005 ND <0.005 ND 0.023 0.047 0.01 0.005
03/93 ND <0.005 ND <0.005 ND 0.049 0.15 0.039 0.018
05/95 <0.010 <0.010 <0.010 <0.010 <0.010 0.031 0.041 0.013 <0.010
11/95 0.011 <0.010 <0.010 <0.010 <0.01 0.028 0.036 <0.010 <0.010
02/96 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
--------------------------------------------------------------------------------------------------------------------------------
S-4A 01/89 <0.01 ND <0.01 ND <0.01 <0.01 <0.01 ND <0.01
07/89 <0.01 0.07 0.08 0.015 0.015 0.035 <0.01 <0.09 <0.01
06/92 ND 0.021 ND 0.014 ND 0.035 0.034 <0.005 <0.005
09/92 ND <0.005 ND <0.005 ND 0.05 0.024 <0.005 <0.005
12/92 ND 0.013 ND <0.005 ND 0.07 0.037 0.005 <0.005
03/93 ND 0.023 ND 0.015 ND 0.12 0.029 0.005 <0.005
05/95 <0.010 0.013 0.010 0.010 0.010 0.015 0.037 <0.010 <0.010
11/95 0.019 0.013 <0.010 <0.010 <0.010 0.038 0.017 <0.010 <0.010
02/96 <0.010 <0.010 <0.010 <0.010 <0.010 0.033 0.017 <0.010 <0.010
--------------------------------------------------------------------------------------------------------------------------------
S-5 01/89 <0.01 ND <0.01 ND <0.01 0.065 0.045 ND <0.01
07/89 <0.01 0.02 <0.01 0.013 <0.01 0.014 0.033 <0.01 <0.01
05/95 NS NS NS NS NS NS NS NS NS
11/95 <0.010 <0.010 <0.010 <0.010 <0.010 0.066 0.012 <0.010 <0.010
02/96 <0.010 <0.010 <0.010 <0.010 <0.010 0.057 <0.010 <0.010 <0.010
-------------------------------------------------------------------------------------------------------------------------------
P-1A 09/88 <0.1 ND <0.1 ND <0.1 <0.1 <0.1 ND <0.1
12/88 <0.2 ND ND ND <0.2 <0.2 <0.2 ND ND
03/89 <0.002 ND <0.002 ND <0.002 0.036 0.052 ND <0.002
(Well 06/89 <0.02 ND <0.01 ND <0.01 0.041 0.054 ND <0.004
Destr- 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 0.1 0.11 <0.01 <0.001
oyed 05/95 NS NS NS NS NS NS NS NS NS
1994) 11/95 NS NS NS NS NS NS NS NS NS
02/96 NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
Bio(2-
ethyl-hexyl) Phenon- Di-n-actyl- N-nitrose-
Acenophithene Dibenze-furan phthalate threne phthalate diphenylamine
---------------------------------------------------------------------------------
---------------------------------------------------------------------------------
<C> <C> <C> <C> <C> <C>
<0.01 ND <0.01 <0.01 <0.01 <0.01
<0.005 ND ND <0.005 ND <0.005
<0.005 ND ND <0.005 ND <0.005
<0.005 ND ND <0.005 ND <0.005
<0.005 ND 0.03 <0.005 ND <0.005
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
-------------------------------------------------------------------------------
<0.04 ND <0.04 <0.04 <0.04 ND
<0.005 ND ND <0.005 ND <0.02
<0.005 ND ND <0.005 ND <0.005
<0.005 ND 0.02 <0.005 ND 0.024
<0.005 ND 0.01 <0.005 ND ND
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 <0.010 <0.010 <0.010 <0.024
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
------------------------------------------------------------------------------
<0.02 ND <0.03 <0.02 <0.02 <0.02
0.007 ND ND 0.014 ND <0.005
<0.005 ND ND 0.006 ND <0.005
<0.005 ND 0.02 0.011 ND <0.005
0.011 0.009 0.01 0.026 ND <0.005
<0.010 <0.010 0.020 0.010 <0.010 <0.010
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
------------------------------------------------------------------------------
<0.01 ND <0.01 <0.01 <0.01 <0.01
0.02 0.03 <0.01 <0.01 <0.01 ND
<0.005 ND ND <0.005 ND <0.005
<0.005 ND ND <0.005 ND <0.005
<0.005 ND 0.03 <0.005 ND <0.005
<0.005 ND 0.03 <0.005 ND <0.005
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 0.013 <0.010 <0.010 <0.010
------------------------------------------------------------------------------
<0.01 ND 0.06 <0.01 <0.01 <0.01
<0.01 <0.01 0.043 <0.01 <0.01 <0.01
NS NS NS NS NS NS
<0.010 <0.010 <0.010 <0.010 <0.010 <0.010
<0.010 <0.010 <0.038 <0.010 <0.010 <0.010
------------------------------------------------------------------------------
<0.01 ND <0.1 <0.1 <0.1 <0.1
ND ND <0.2 ND <0.2 <0.002
<0.002 ND <0.2 <0.002 <0.002 <0.002
<0.004 <0.01 <0.04 <0.004 <0.02 <0.01
<0.01 <0.01 0.043 <0.01 <0.01 <0.01
NS NS NS NS NS NS
NS NS NS NS NS NS
NS NS NS NS NS NS
-----------------------------------------------------------------------------
</TABLE>
<PAGE> 405
TABLE 4
SVOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
PAGE 2 OF 4
CONCENTRATIONS IN PARTS PER MILLION (PPM)
<TABLE>
<CAPTION>
------------------------------------------------------------------------------------------------------------------------------------
WELL TYPE 2-METHYL- BIO(2-CHLORO- 2,4-DIMETHYL
AND NO. DATE PHENOL PHENOL ISOPROPYL)ETHER 4-METHYLPHENOL ISOPHERENE PHENOL NAPHTHOLENE
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
P-2A 09/88 0.01 ND < 0.02 ND < 0.02 0.027 0.017
12/88 ND ND ND ND < 0.002 < 0.002 0.006
06/89 < 0.02 ND < 0.01 ND < 0.01 < 0.01 < 0.004
5/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
11/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
2/96 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
------------------------------------------------------------------------------------------------------------------------------------
P-4 09/88 < 0.02 ND < 0.02 ND < 0.02 0.076 0.018
12/88 < 0.002 ND ND ND < 0.002 ND < 0.002
5/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 0.012 < 0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-5 09/88 < 0.02 ND < 0.02 ND < 0.02 < 0.02 0.02
WELL 12/88 < 0.002 ND ND ND < 0.002 ND < 0.002
DESTROYED 5/95 NS NS NS NS NS NS NS
1984 11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-6 5/95 NS NS NS NS NS NS NS
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-1 5/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-2 5/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-3-1 5/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.033 < 0.012
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
SHALLOW GROUNDWATER
------------------------------------------------------------------------------------------------------------------------------------
K-3 07/89 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01
5/95 < 0.010 < 0.010 < 0.010 < < 0.010 < 0.010 < 0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-4 07/89 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01
5/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-5 5/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-3 09/88 0.02 ND < 0.02 ND < 0.02 < 0.02 < 0.02
12/88 < 0.002 ND ND ND 0.001 ND < 0.002
5/95 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
<CAPTION>
------------------------------------------------------------------------------------------------------------------------------------
WELL TYPE 2-METHYL BIO(2-ETHYL- PHENON- DI-O-ECTYL- N-NITROUS-
AND NO. NAPTHOLENE FLOURENE ACENAPHTHENE DIBENZO-FURON HEXYL) PHILOLATE THRENE PHILOLATE DIPHEMYLAMINE
------------------------------------------------------------------------------------------------------------------------------------
<C> <C> <C> <C> <C> <C> <C> <C> <C>
P-2A ND < 0.02 < 0.02 ND 0.31 < 0.02 0.016 < 0.02
ND ND ND ND < 0.2 ND < 0.002 ND
ND < 0.004 < 0.004 < 0.01 < 0.04 < 0.004 < 0.02 < 0.01
< 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
< 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
< 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
------------------------------------------------------------------------------------------------------------------------------------
P-4 ND < 0.02 < 0.02 ND < 0.02 < 0.02 0.016 < 0.02
ND ND ND ND ND ND ND ND
< 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-5 ND < 0.02 < 0.02 ND < 0.02 < 0.02 < 0.02 < 0.02
WELL ND ND ND ND ND ND ND < 0.002
DESTROYED NS NS NS NS NS NS NS NS
1984 NS NS NS NS NS NS N NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-6 NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-1 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-2 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-3-1 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
SHALLOW GROUNDWATER
------------------------------------------------------------------------------------------------------------------------------------
K-3 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01
< 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-5 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010
NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-3 ND < 0.02 < 0.02 ND < 0.02 < 0.02 < 0.02 < 0.02
ND ND ND ND ND ND ND ND
< 0.010 < 0.010 < 0.010 < 0.010 < 0.011 < 0.010 < 0.010 < 0.010
NS NS NS NS NS NS NS NS
NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 406
[GEOMATRIX LOGO]
TABLE 4
SVOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE
Page 3 of 4
Concentrations in parts per million (ppm)
<TABLE>
<CAPTION>
===========================================================================================================================
Well Type 2-Methyl- Bis(2-chloro- 4-Methyl- 2,4-Dimethyl-
and No. Date Phenol phenol isopropyl)ether phenol Isophorone phenol Naphthalene
---------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
P-7 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 0.013 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
P-8 5/95 <0.010 <0.010 <0.010 < <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
MW-3 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.1
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
UGP-2 11/88 ND ND ND ND ND <0.04 <0.04
07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
DEEP GROUNDWATER
---------------------------------------------------------------------------------------------------------------------------
MW-1 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
06/92 ND <0.005 ND <0.005 ND <0.005 <0.005
09/92 ND <0.005 ND <0.005 ND <0.005 <0.005
12/92 ND <0.005 ND <0.005 ND <0.005 <0.005
03/93 ND <0.005 ND <0.005 ND <0.005 <0.005
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
MW-2 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
P-1B 09/88 <0.02 ND <0.02 ND <0.02 <0.02 <0.02
12/88 <0.002 ND <0.002 ND <0.002 <0.002 <0.002
07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
08/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
P-2B 10/88 <0.02 ND <0.02 ND <0.02 <0.02 <0.02
07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 0.014 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
====================================================================================================================================
Well Type 2-Methyl- Bis(2-ethyl- Phenan- Di-n-octyl- N-nitroso-
and No. Date naphthalene Fluorene Acenaphthene Dibenzo-furon hexyl)phtalate threne phthalate diphenylamine
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
P-7 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-8 5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-3 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
UGP-2 11/88 ND ND ND ND <0.04 ND <0.04 ND
07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
DEEP GROUNDWATER
------------------------------------------------------------------------------------------------------------------------------------
MW-1 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
06/92 <0.005 <0.005 <0.005 ND ND <0.005 ND <0.005
09/92 <0.005 <0.005 <0.005 ND ND <0.005 ND <0.005
12/92 <0.005 <0.005 <0.005 ND ND <0.005 ND <0.005
03/93 <0.005 <0.005 <0.005 <0.005 0.01 <0.005 <0.005 <0.005
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
MW-2 07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 < 0.013 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-1B 09/88 ND <0.02 <0.02 ND <0.02 <0.02 <0.02 <0.02
12/88 ND <0.002 <0.002 ND <0.002 <0.002 <0.002 <0.002
07/89 <0.01 <0.01 <0.01 <0.01 0.016 <0.01 <0.01 <0.01
08/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-2B 10/88 <0.02 ND <0.02 ND <0.02 <0.02 <0.02 <0.02
07/89 <0.01 <0.01 <0.01 <0.01 <0.016 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 407
TABLE 4
SVOC CONCENTRATIONS DETECTED IN GROUNDWATER AND SURFACE WATER
WESTPORT LANDFILL SITE Page 4 of 4
CONCENTRATIONS IN PARTS PER MILLION (PPM)
<TABLE>
<CAPTION>
Well Type 2-Methyl Bis(2-chloro- 2, 4-Dimethyl 2-Methyl-
and No. Date Phenol phenol isopropyl)ether 4-Methylphenol Isopherone phenol Naphthalene naphthalene
------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
UGP-1 10/88 ND ND ND ND ND <0.02 <0.02 ND
12/88 ND ND ND ND ND <0.002 <0.002 ND
06/89 <0.02 ND <0.01 ND <0.01 <0.01 <0.004 ND
07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
</TABLE>
<TABLE>
<CAPTION>
Well Type Bis(2-ethyl- Phenon- Di-n-ectyl- N-nitrese-
and No. Date Fluorene Accenaphthene Dibenze-furan hexyl) phthalate threne phthalate diphenylamine
---------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
UGP-1 10/88 ND ND ND 0.081 ND <0.02 ND
12/88 ND ND ND <0.2 ND <0.002 ND
06/89 <0.004 <0.004 <0.01 <0.04 <0.004 <0.02 <0.01
07/89 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/06 NS NS NS NS NS NS NS
</TABLE>
SURFACE WATER
<TABLE>
<CAPTION>
Well Type 2-Methyl Bis(2-chloro- 2, 4-Dimethyl 2-Methyl-
and No. Date Phenol phenol isopropyl)ether 4-Methylphenol Isopherone phenol Naphthalene naphthalene
---------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Surf Up 10/88 <0.02 ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
Surf Down 10/88 <0.02 ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
SW-1 08/89 ND ND ND ND ND ND ND ND
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
SW-2 08/89 ND ND ND ND ND ND ND ND
5/89 <0.010 0.016 <0.010 <0.010 <0.010 0.015 0.036 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
SW-3 08/89 ND ND ND ND ND ND ND ND
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
SW-4 08/89 ND ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
SW-5 08/89 ND ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
Well Type Bis(2-ethyl- Phenon- Di-n-ectyl- N-nitrese-
and No. Date Fluorene Accenaphthene Dibenze-furan hexyl) phthalate threne phthalate diphenylamine
---------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
Surf Up 10/88 ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------
Surf Down 10/88 ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------
SW-1 08/89 ND ND ND ND ND ND ND
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------
SW-2 08/89 ND ND ND ND ND ND ND
5/89 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------
SW-3 08/89 ND ND ND ND ND ND ND
5/95 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------
08/89 ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------
08/89 ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS
---------------------------------------------------------------------------------------------------------------
</TABLE>
Notes
SVOC - Semivolatile Organic Compound
MD - Not detected above laboratory reporting limits; detection limits are
presented in laboratory data sheets contained in the sources listed below.
MS - Not sampled
Sources:
1 1992 and 1993 data from Levine Fricke, 1993 (SWAT Addendum)
2 September 1988 through June 1989 data from Levine Fricke, 1989 (SWAT
Report)
3 July and August 1989 data from McLaren-Hart, 1990 (Risk Assessment).
<PAGE> 408
TABLE 5
HERBICIDES, PCB AND PESTICIDE CONCENTRATIONS DETECTED IN GROUNDWATER
AND SURFACE WATER
WESTPORT LANDFILL SITE
Redwood City, California
Page 1 of 3
Concentrations in parts per million (ppm)
<TABLE>
<CAPTION>
------------------------------------------------------------------------------------------------------------------------------------
Well Type Arechlor Arcechlor Arechlor Arechlor Gamma Delta Beta Hepta- Heptachlor
and No. Date 1242 1248 1254 1260 BHC BHC BHC chlor Aldrin Epoxide
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
------------------------------------------------------------------------------------------------------------------------------------
LEACHATE
------------------------------------------------------------------------------------------------------------------------------------
S-1A 01/89 ND <0.0005 <0.0005 <0.0005 0.0009 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
5/95 0.0014 <0.0014 <0.0002 0.0003 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
11/95 <0.001 <0.001 <0.001 <0.001 0.00013 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
2/96 <0.001 <0.001 <0.001 <0.001 0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
------------------------------------------------------------------------------------------------------------------------------------
S-2 01/89 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
5/95 0.00016 <0.0016 <0.00055 0.00055 0.00002 0.0002 <0.00002 <0.00002 <0.00002 <0.00002
5/95 0.00017 <0.0016 <0.00055 0.00054 <0.00002 <0.00002 <0.00002 <0.0002 <0.0002 <0.00002
11/95 <0.001 <0.001 <0.001 <0.001 0.00022 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
2/96 <0.001 <0.001 <0.001 <0.001 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
------------------------------------------------------------------------------------------------------------------------------------
S-3A 01/89 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
5/95 0.0009 <0.0009 <0.0002 0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 <0.001 <0.001 <0.001 <0.001 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
2/96 <0.001 <0.001 <0.001 <0.001 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
------------------------------------------------------------------------------------------------------------------------------------
S-4A 01/89 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
07/89 ND ND ND ND 0.00006 ND 0.00006 ND <0.00005 0.00019
5/95 0.0026 <0.0026 0.0003 0.0003 <0.00004 <0.00002 <0.00002 <0.00006 <0.00002 <0.0001
11/95 <0.001 <0.001 <0.001 <0.001 0.00014 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
2/96 <0.001 <0.001 <0.001 <0.001 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
------------------------------------------------------------------------------------------------------------------------------------
S-5 01/89 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
07/89 ND 0.075 0.072 0.020 ND ND ND 0.0014 ND ND
5/95 NS NS NS NS NS NS NS NS NS NS
11/95 <0.001 <0.001 <0.001 <0.001 <0.00005 <0.00005 <0.00005 <0.00005 0.00011 <0.00005
2/96 <0.001 <0.001 0.0022 <0.001 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
------------------------------------------------------------------------------------------------------------------------------------
P-1A 09/88 ND <0.002 <0.002 <0.002 <0.0002 <0.0002 <0.002 <0.0002 <0.0002 <0.0002
(Well 07/89 ND ND ND 0.037 ND ND ND ND ND ND
Destroyed 5/95 NS NS NS NS NS NS NS NS NS NS
1994) 11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-2A 5/95 0.0004 <0.0004 0.0004 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 <0.001 <0.001 <0.001 <0.001 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
2/96 <0.001 <0.001 <0.001 <0.001 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
------------------------------------------------------------------------------------------------------------------------------------
P-4 09/88 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
5/95 <0.0002 <0.002 <0.0002 <0.0002 <0.00005 <0.00002 <0.00005 <0.00002 <0.00005 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-5 09/88 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
(Well 5/95 NS NS NS NS NS NS NS NS NS NS
Destroyed 11/95 NS NS NS NS NS NS NS NS NS NS
1994) 2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-1 5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-2 5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
<CAPTION>
------------------------------------------------------------------------------------------------------------------------------------
Well Type Endosulfan 4,4' - Endosulfan 4,4' - Endrin Endosulfan 2,4' - 4,4' -
and No. Date I DDD II DDT Aldehyde Sulfate DDD DDE Dieldrin Endrin
------------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
------------------------------------------------------------------------------------------------------------------------------------
LEACHATE
------------------------------------------------------------------------------------------------------------------------------------
S-1A 01/89 <0.00005 0.026 <0.0001 <0.0001 <0.0001 <0.0001 0.019 <0.0001 <0.0001 <0.0001
5/95 <0.0001 0.0014 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
11/95 0.00005 0.00036 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
2/96 0.00005 0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
------------------------------------------------------------------------------------------------------------------------------------
S-2 01/89 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA 0.00003 <0.00002 <0.00002
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA 0.00002 <0.00002 <0.00002
11/95 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
2/96 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
------------------------------------------------------------------------------------------------------------------------------------
S-3A 01/89 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
2/96 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
------------------------------------------------------------------------------------------------------------------------------------
S-4A 01/89 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 ND ND ND
07/89 ND 0.00025 <0.0004 0.00006 ND ND ND 0.00007 0.00016 0.0009
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00006 <0.00006 NA <0.00002 <0.00002 <0.00002
11/95 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
2/96 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
------------------------------------------------------------------------------------------------------------------------------------
S-5 01/89 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
07/89 ND ND ND ND ND ND NA ND ND ND
5/95 NS NS NS NS NS NS NS NS NS NS
11/95 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
2/96 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
------------------------------------------------------------------------------------------------------------------------------------
P-1A 09/88 <0.0002 <0.0004 <0.0004 <0.0004 <0.0004 <0.0004 <0.004 <0.0001 <0.0001 <0.0001
(Well 07/89 ND ND ND ND ND ND ND ND ND ND
Destroyed 5/95 NS NS NS NS NS NS NS NS NS NS
1994) 11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-2A 5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
2/96 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 NA <0.0001 <0.0001 <0.0001
------------------------------------------------------------------------------------------------------------------------------------
P-4 09/88 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
P-5 09/88 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
(Well 5/95 NS NS NS NS NS NS NS NS NS NS
Destroyed 11/95 NS NS NS NS NS NS NS NS NS NS
1994) 2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-1 5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
K-2 5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.0000 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 409
TABLE 5
HERBICIDES, PCB AND PESTICIDE CONCENTRATIONS DETECTED IN GROUNDWATER
WESTPORT LANDFILL SITE
Page 2 of 3
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
WELL TYPE ARECHLOR ARECHLOR ARECHLOR ARECHLOR GAMMA DELTA BETA HEPTA- HEPTACHLER
AND NO. DATE 1242 1248 1254 1260 BHC BHC BHC CHLOR ALDRIN EPOXIDE
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
MW-3-1 5/95 0.0003 <0.0003 <0.0002 <0.0002 <0.00004 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SHALLOW GROUNDWATER
-----------------------------------------------------------------------------------------------------------------------------------
K-3 07/89 ND ND ND ND ND ND ND ND 0.00005 0.00006
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
K-4 07/89 ND ND ND ND ND 0.0001 0.00027 ND 0.00012 0.0002
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
K-5 5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
P-3 09/88 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
P-7 07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.0002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
P-8 5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
MW-3 07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
UGP-2 07/89 ND ND ND ND ND 0.00009 ND 0.00009 ND 0.00006
08/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
DEEP GROUNDWATER
-----------------------------------------------------------------------------------------------------------------------------------
MW-1 07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
MW-2 07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
P-1B 09/88 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
WELL TYPE ENDOSULFAN 4.4'- ENDOSULFAN 4.4'- ENDRIN ENDOSULFAN 2.4'- 4.4'-
AND NO. DATE I DDD II DDT ALDEHYDE SULFATE DDD DDE DIELDRIN ENDRIN
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
MW-3-1 5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SHALLOW GROUNDWATER
-----------------------------------------------------------------------------------------------------------------------------------
K-3 07/89 0.00021 ND 0.00023 ND ND ND ND 0.00029 0.00006 0.00012
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS <0.0001 NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
K-4 07/89 0.00023 0.00026 0.00009 0.00048 ND ND ND 0.00035 0.00019 0.00021
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
K-5 5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
P-3 09/88 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
P-7 07/89 ND ND ND 0.0004 0.0004 ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
P-8 5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
MW-3 07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
UGP-2 07/89 ND 0.00054 ND 0.00006 ND 0.00006 ND <0.001 0.00007 ND
08/89 ND ND ND 0.00006 ND ND ND 0.00005 ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
DEEP GROUNDWATER
-----------------------------------------------------------------------------------------------------------------------------------
MW-1 07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
MW-2 07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
P-1B 09/88 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 410
TABLE 5
HERBICIDES, PCB AND PESTICIDE CONCENTRATIONS DETECTED IN GROUNDWATER
WESTPORT LANDFILL SITE
Page 3 of 3
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
Well Type Arechlor Arechlor Arechlor Arechlor Gamma Delta Beta Hepta- Heptachlor
and No. Date 1242 1248 1254 1260 BHC BHC BHC chlor Aldrin Epoxide
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
P-28 10/88 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
UGP-1 07/89 ND ND ND ND ND ND ND ND NS ND
5/95 <0.00002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 NS <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SURFACE WATER
-----------------------------------------------------------------------------------------------------------------------------------
Surf Up 10/88 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
Surf Down 10/88 ND <0.0005 <0.0005 <0.0005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005 <0.00005
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-1 08/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-2 08/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-3 08/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.0002 <0.0002 <0.0002 <0.0002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-4 8/89 ND ND ND ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-5 8/89 ND ND ND ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
-----------------------------------------------------------------------------------------------------------------------------------
Well Type Endosulfan 4.4'- Endosulfan 4.4'- Endrin Endosulfan 2.4'- 4.4'-
and No. Date I DDD II DDT Aldehyde Sulfate DDD DDE Dieldrin Endrin
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
P-28 10/88 <0.00005 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
UGP-1 07/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SURFACE WATER
-----------------------------------------------------------------------------------------------------------------------------------
Surf Up 10/88 <0.00005 <0.00001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
Surf Down 10/88 <0.00005 <0.00001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001 <0.0001
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-1 08/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-2 08/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-3 08/89 ND ND ND ND ND ND ND ND ND ND
5/95 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 <0.00002 NA <0.00002 <0.00002 <0.00002
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-4 8/89 ND ND ND ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
SW-5 8/89 ND ND ND ND ND ND ND ND ND ND
11/95 NS NS NS NS NS NS NS NS NS NS
2/96 NS NS NS NS NS NS NS NS NS NS
-----------------------------------------------------------------------------------------------------------------------------------
</TABLE>
Notes:
ND - Non-detect; detection limits are presented in laboratory data sheets
contained in the sources listed below.
NS - Not sampled.
1. Pesticides and PCBs analyzed by EPA Method 8080.
2. Herbicides analyzed by EPA Method 8150.
Sources:
1. 1992 and 1993 data from Levine Fricke, 1993 (SWAT Addendum).
2. September 1988 through June 1989 data from Levine Fricke, 1989 (SWAT Report).
3. July and August 1989 data from McLaren-Hart, 1990 (Risk Assessment).
<PAGE> 411
[GEOMATRIX LOGO]
TABLE 6
CONSTITUENTS OF CONCERN
Westport Landfill Site
Redwood City, CA
VOLATILE ORGANIC COMPONENTS:
----------------------------
benzene
toluene
ethyl benzene
xylenes
1, 4-dichlorobenzene
1, 2, 4-trimethylbenzene
1, 3, 5-trimethylbenzene
SEMIVOLATILE ORGANIC COMPONENTS:
--------------------------------
2, 4-dimethylphenol
naphthalene
2-methylnaphthalene
2-methylphenol
4-methylphenol
bis (2-ethyl-hexyl) phthalate
phenanthrene
PCBs
Ammonia
<PAGE> 412
[GEOMATRIX LOGO]
TABLE 7
VOLATILE ORGANIC COMPOUNDS--FREQUENCY OF DETECTIONS
Westport Landfill Site
Redwood City, California
Page 1 of 2
<TABLE>
<CAPTION>
------------------------------------------------------------------------------------------------------------------------------------
Upgradient Upgradient
Shallow Deep
Shallow On-Site Deep On-Site Groundwater Groundwater
Leachate Wells Groundwater Wells Groundwater Wells Well UPG-2 Well UPG-1 Surface Water
----------------------------------------------------------------------------------------------------------
No. Frequency No. Frequency No. Frequency Frequency Frequency No. Frequency
of of of of of of of of of of
Wells Detection Wells Detection Wells Detection Detection Detection Locations Detection
Constituent (1) (2) (1) (2) (1) (2) (2) (2) (3) (4)
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
------------------------------------------------------------------------------------------------------------------------------------
Chloroform 0/13 0/69 1/7 1/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
1,1,1-TCA 0/13 0/69 1/7 1/27 1/4 1/21 0/6 1/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
Carbon Tetrachloride 0/13 0/69 0/7 0/27 1/4 1/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
TCE 0/13 0/69 0/7 0/27 1/4 1/21 0/6 1/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
PCE 1/13 1/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
Benzene 11/13 31/69 1/7 2/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
Toluene 10/13 46/69 2/7 4/27 0/4 0/21 1/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
Ethylbenzene 12/13 50/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
Xylenes 12/13 53/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
Chlorobenzene 4/13 6/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
1,3,5-Trimethylbenzene 5/13 14/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
1,2,4-Trimethylbenzene 6/13 15/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
1,2-Dichlorobenzene 2/13 2/58 0/7 0/17 0/4 0/17 0/4 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
1-4-Dichlorobenzene 8/13 26/58 0/7 0/17 0/4 0/17 0/4 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
P-isopropyl-toluene 6/13 14/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
Acetone 4/13 12/69 1/7 1/27 0/4 0/21 2/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 413
TABLE 7
VOLATILE ORGANIC COMPOUNDS -- FREQUENCY OF DETECTIONS
Page 2 of 2
<TABLE>
<CAPTION>
====================================================================================================================================
Upgradient Upgradient
Shallow Deep
Shallow On-Site Deep On-Site Groundwater Groundwater
Leachate Wells Groundwater Wells Groundwater Wells Well UPG-2 Well UPG-1 Surface Water
---------------- ----------------- ----------------- ----------- ----------- ---------------------
No. Frequency No. Frequency No. Frequency Frequency Frequency No. Frequency
of of of of of of of of of of
Wells Detection Wells Detection Wells Detection Detection Detection Locations Detection
Constituent (1) (2) (1) (2) (1) (2) (2) (2) (3) (4)
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
------------------------------------------------------------------------------------------------------------------------------------
2-Butanone 1/13 3/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
4-Methyl-2-pentanone 1/13 5/69 0/7 0/27 0/4 0/21 0/6 0/6 0/7 0/12
------------------------------------------------------------------------------------------------------------------------------------
Carbon Disulfide 0/13 0/59 2/7 3/20 0/4 0/17 0/4 0/5 0/7 0/8
------------------------------------------------------------------------------------------------------------------------------------
TPH (as gasoline) 2/13 4/4 0/0 0/0 0/0 0/0 0/0 0/0 0/0 0/0
====================================================================================================================================
</TABLE>
Notes
(1) "6/13" means that constituent was detected in 6 of 13 wells sampled.
(2) "27/57" means that constituent was detected in 27 of 57 samples collected
and analyzed for this constituent.
(3) "0/7" means that constituent was detected at 0 of 7 surface water sample
locations.
(4) "0/12" means that constituent was detected in 0 of 12 surface water
samples collected and analyzed for this constituent.
<PAGE> 414
[GEOMATRIX LOGO]
TABLE 8
SEMIVOLATILE ORGANIC COMPOUNDS--FREQUENCY OF DETECTIONS
Westport Landfill Site
Redwood City, California Page 1 of 2
<TABLE>
<CAPTION>
===========================================================================================================
Shallow On-Site Deep On-Site
Leachate Wells Groundwater Wells Groundwater Wells
---------------------------------------------------------------------------
No. of Frequency of No. of Frequency of No. of Frequency of
Constituent Wells(1) Detection(2) Wells(1) Detection(2) Wells(1) Detection(2)
-----------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Phenol 5/13 5/57 1/7 1/13 1/4 1/16
-----------------------------------------------------------------------------------------------------------
2-Methylphenol 4/13 15/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
BIS(2-chloro-isopropyl)ether 1/13 1/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
4-Methylphenol 4/13 14/47 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
Isophorone 1/13 1/57 1/7 1/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
2,4-Dimethylphenol 9/13 38/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
Naphthalene 9/13 38/47 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
2-Methylnaphthalene 3/13 10/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
Fluorene 1/13 3/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
Acenaphthene 2/13 3/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
Dibenzofuran 2/13 2/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
Bis(2-ethylhexyl)phthalate 7/13 14/57 1/7 1/13 3/4 3/16
-----------------------------------------------------------------------------------------------------------
Phenanthrene 2/13 6/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
Di-n-octylphthalate 1/13 1/57 0/7 0/13 0/4 0/16
-----------------------------------------------------------------------------------------------------------
N-nitrosodiphenylamine 2/13 4/57 0/7 0/13 0/4 0/16
===========================================================================================================
</TABLE>
<TABLE>
<CAPTION>
===========================================================================================
Upgradient Upgradient
Shallow Deep
Groundwater Groundwater
Well UPG-2 Well UPG-1 Surface Water
-----------------------------------------------------------
Frequency of Frequency of No. of Frequency of
Constituent Detection(2) Detection(2) Locations(3) Detection(4)
-------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C>
Phenol 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
2-Methylphenol 0/4 0/6 1/7 1/10
-------------------------------------------------------------------------------------------
BIS(2-chloro-isopropyl)ether 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
4-Methylphenol 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
Isophorone 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
2,4-Dimethylphenol 0/4 0/6 1/7 1/10
-------------------------------------------------------------------------------------------
Naphthalene 0/4 0/6 1/7 1/10
-------------------------------------------------------------------------------------------
2-Methylnaphthalene 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
Fluorene 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
Acenaphthene 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
Dibenzofuran 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
Bis(2-ethylhexyl)phthalate 0/4 1/6 0/7 0/10
-------------------------------------------------------------------------------------------
Phenanthrene 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
Di-n-octylphthalate 0/4 0/6 0/7 0/10
-------------------------------------------------------------------------------------------
N-nitrosodiphenylamine 0/4 0/6 0/7 0/10
===========================================================================================
</TABLE>
<PAGE> 415
[GEOMATRIX LOGO]
TABLE 8
SEMIVOLATILE ORGANIC COMPOUNDS--FREQUENCY OF DETECTIONS
Westport Landfill Site Page 2 of 2
Notes
1 "6/13" means that constituent was detected in 6 of 13 wells sampled.
2 "27/57" means that constituent was detected in 27 of 57 samples
collected and analyzed for this constituent.
3 "0/7" means that constituent was detected in 0 of 7 surface water
sample locations.
4 "0/12" means that constituent was detected in 0 of 12 surface water
samples collected and analyzed for this constituent.
<PAGE> 416
[GEOMATRIX LOGO]
TABLE 9
POLYCHLORINATED BIPHENYLS--FREQUENCY OF DETECTIONS
Westport Landfill Site
Redwood City, California
<TABLE>
<CAPTION>
===========================================================================================================
Shallow On-Site Deep On-Site
Leachate Wells Groundwater Wells Groundwater Wells
---------------------------------------------------------------------------
No. of Frequency of No. of Frequency of No. of Frequency of
Constituent Wells(1) Detection(2) Wells(1) Detection(2) Wells(1) Detection(2)
-----------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Arochlor 1242 6/12 7/33 0/7 0/12 0/4 0/10
-----------------------------------------------------------------------------------------------------------
Arochlor 1248 1/12 1/33 0/7 0/12 0/4 0/10
-----------------------------------------------------------------------------------------------------------
Arochlor 1254 2/12 3/33 0/7 0/12 0/4 0/10
-----------------------------------------------------------------------------------------------------------
Arochlor 1260 5/12 7/33 0/7 0/12 0/4 0/10
===========================================================================================================
</TABLE>
<TABLE>
<CAPTION>
===========================================================================================
Upgradient Upgradient
Shallow Deep
Groundwater Groundwater
Well UPG-2 Well UPG-1 Surface Water
-----------------------------------------------------------
Frequency of Frequency of No. of Frequency of
Constituent Detection(2) Detection(2) Locations(3) Detection(4)
-------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C>
Arochlor 1242 0/4 0/2 0/7 0/10
-------------------------------------------------------------------------------------------
Arochlor 1248 0/4 0/2 0/7 0/10
-------------------------------------------------------------------------------------------
Arochlor 1254 0/4 0/2 0/7 0/10
-------------------------------------------------------------------------------------------
Arochlor 1260 0/4 0/2 0/7 0/10
===========================================================================================
</TABLE>
Notes
1 "6/13" means that constituent was detected in 6 of 13 wells sampled.
2 "27/57" means that constituent was detected in 27 of 57 samples
collected and analyzed for this constituent.
3 "0/7" means that constituent was detected in 0 of 7 surface water
sample locations.
4 "0/12" means that constituent was detected in 0 of 12 surface water
samples collected and analyzed for this constituent.
<PAGE> 417
[GEOMATRIX LOGO]
TABLE 10
PESTICIDES-FREQUENCY OF DETECTIONS
Westport Landfill Site
Redwood City, California Page 1 of 2
<TABLE>
<CAPTION>
Upgradient Upgradient
Shallow Deep
Shallow On-Site Deep On-Site Groundwater Groundwater
Leachate Wells Groundwater Wells Groundwater Wells Well UPG-2 Well UPG-1 Surface Water
-------------------- -------------------- -------------------- ------------ ------------ -----------------------
No. of Frequency of No. of Frequency of No. of Frequency of Frequency of Frequency of No. of Frequency of
Constituent Wells1 Detection2 Wells1 Detection2 Wells1 Detection2 Detection2 Detection2 Locations3 Detection4
----------- ------ ----------- ------- ------------ ------ ------------ ------------ ------------ ---------- -----------
<S> <C> <C> <C> <C> <C> <C> <C> <C> <C> <C>
Gamma BHC 3/12 5/33 1/7 1/12 0/4 0/10 0/4 0/2 0/7 0/10
Delta BHC 1/12 1/33 1/7 1/12 0/4 0/10 1/4 0/2 0/7 0/10
Beta BHC 1/12 1/33 1/7 1/12 0/4 0/10 0/4 0/2 0/7 0/10
Heptachlor 1/12 1/33 0/7 0/12 0/4 0/10 1/4 0/2 0/7 0/10
Aldrin 1/12 1/33 2/7 2/12 0/4 0/10 0/4 0/2 0/7 0/10
Heptachlor
Epoxide 1/12 1/33 2/7 2/12 0/4 0/10 1/4 0/2 0/7 0/10
Endosulfan I 0/12 0/33 2/7 2/12 0/4 0/10 0/4 0/2 0/7 0/10
4,4 DDD 2/12 4/33 1/7 1/12 0/4 0/10 1/4 0/2 0/7 0/10
Endosulfan II 0/12 0/33 2/7 2/12 0/4 0/10 0/4 0/2 0/7 0/10
4,4 DDT 1/12 1/33 2/7 2/12 0/4 0/10 2/4 0/2 0/7 0/10
Endrin
Aldehyde 0/12 0/33 1/7 1/12 0/4 0/10 1/4 0/2 0/7 0/10
Endosulfan
Sulfate 0/12 0/33 0/7 0/12 0/4 0/10 1/4 0/2 0/7 0/10
2,4 DDD 1/8 1/10 0/7 0/12 0/4 0/6 0/2 0/1 0/5 0/5
4,4 DDE 2/12 3/33 2/7 2/12 0/4 0/10 1/4 0/2 0/7 0/10
Dieldrin 1/12 1/33 2/7 2/12 0/4 0/10 1/4 0/2 0/7 0/10
Endrin 1/12 1/33 2/7 2/12 0/4 0/10 0/4 0/2 0/7 0/10
</TABLE>
<PAGE> 418
Page 2 of 2
TABLE 10
PESTICIDES-FREQUENCY OF DETECTIONS
Westport Landfill Site
NOTES
1 "6/13" means that constituent was detected in 6 of 13 wells sampled.
2 "27/57" means that constituent was detected in 27 of 57 samples
collected and analyzed for this constituent.
3 "0/7" means that constituent was detected at 0 to 7 surface water
sample locations.
4 "0/12" means that constituent was detected in 0 to 12 surface water
samples collected and analyzed for this constituent.
<PAGE> 419
[GEOMATRIX LOGO]
TABLE 11
Metals-Maximum Concentration Comparison
Westport Landfill Site
Redwood City
concentrations in milligrams per liter (gm/l)
<TABLE>
<CAPTION>
==============================================================================
Leachate On Site Shallow Upgradient Groundwater
Metal Wells Groundwater Wells (UPG-1/UPG-2)
------------------------------------------------------------------------------
<S> <C> <C> <C>
As 0.094 0.087 0.026/0.2
------------------------------------------------------------------------------
Ba 1.3 0.06 2.0/ND
------------------------------------------------------------------------------
Cd 0.03 0.06 0.3/0.1
------------------------------------------------------------------------------
Cr 0.30(1) 0.06 <0.01/0.06
------------------------------------------------------------------------------
Co 0.08 0.2 0.1/0.2
------------------------------------------------------------------------------
Cu 0.4 0.4 0.4/0.1
------------------------------------------------------------------------------
Pb 0.44 0.5 0.4/0.4
------------------------------------------------------------------------------
Hg <0.004 0.002 <0.004/0.002
------------------------------------------------------------------------------
Ni 0.58 0.48 0.02/0.4
------------------------------------------------------------------------------
Se 0.054 0.02 <0.03/0.002
------------------------------------------------------------------------------
Ag <0.05 0.05 <0.05
------------------------------------------------------------------------------
Zn 0.51 0.4 0.6/1.0
==============================================================================
</TABLE>
Note:
1. This concentration was detected during a 1989 sampling event and was not
supported by subsequent sampling data. Chromium has not been detected in
leachate samples in concentration exceeding 0.06 mg/l since this 1989
sampling event.
Abbreviations:
As - Arsenic Pb - Lead
Ba - Barium Hg - Mercury
Cd - Cadmium Ni - Nickel
Cr - Chromium Se - Selenium
Co - Cobalt Ag - Silver
Cu - Cooper Zn - Zinc
<PAGE> 420
[GEOMATRIX LOGO]
TABLE 12
METALS-FREQUENCY OF DETECTIONS
Westport Landfill Site
Redwood City, California Page 1 of 2
<TABLE>
<CAPTION>
===================================================================================
Shallow On-Site Deep On-Site
Leachate Wells Groundwater Wells Groundwater Wells
----------------------------------------------------------------------
Constituent No. of Frequency of No. of Frequency of No. of Frequency of
Wells(1) Detection(2) Wells(1) Detection(2) Wells(1) Detection(2)
-----------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C>
Arsenic 9/12 17/34 3/7 4/12 2/4 2/10
-----------------------------------------------------------------------------------
Barium 9/9 11/12 2/5 2/5 5/4 5/6
-----------------------------------------------------------------------------------
Cadmium 3/12 3/34 4/7 4/12 4/4 4/10
-----------------------------------------------------------------------------------
Chromium 9/12 15/34 4/7 4/12 1/4 1/10
-----------------------------------------------------------------------------------
Cobalt 9/9 10/12 4/5 4/5 5/4 5/6
-----------------------------------------------------------------------------------
Copper 8/12 12/34 1/7 1/12 5/4 5/10
-----------------------------------------------------------------------------------
Lead 5/12 4/34 3/7 3/12 4/4 4/10
-----------------------------------------------------------------------------------
Mercury 0/12 0/34 1/7 1/12 0/4 0/10
-----------------------------------------------------------------------------------
Molybdenum 1/9 1/12 0/5 0/5 1/4 1/6
-----------------------------------------------------------------------------------
Nickel 9/12 24/34 6/7 7/12 1/4 1/10
-----------------------------------------------------------------------------------
Selenium 3/12 3/34 1/7 1/12 0/4 0/10
-----------------------------------------------------------------------------------
Silver 0/12 0/34 1/7 1/12 0/4 0/10
-----------------------------------------------------------------------------------
Zinc 9/12 14/34 3/7 3/12 7/4 7/10
-----------------------------------------------------------------------------------
Calcium 9/9 9/9 1/1 1/1 2/2 2/2
-----------------------------------------------------------------------------------
Iron 9/9 9/9 1/1 1/1 2/2 2/2
-----------------------------------------------------------------------------------
Manganese 9/9 9/9 1/1 1/1 2/2 2/2
-----------------------------------------------------------------------------------
Potassium 9/9 9/9 1/1 1/1 2/2 2/2
-----------------------------------------------------------------------------------
Sodium 9/9 9/9 1/1 1/1 2/2 2/2
===================================================================================
</TABLE>
<TABLE>
<CAPTION>
========================================================
Upgradient Upgradient
Shallow Deep
Groundwater Groundwater
Well UPG-2 Well UPG-2 Surface Water
--------------------------------------------------------
Frequency of Frequency of No. of Frequency of
Detection(2) Detection(2) Locations(3) Detection(2)
--------------------------------------------------------
<S> <C> <C> <C>
2/3 2/3 5/7 5/10
--------------------------------------------------------
0/1 2/2 2/7 2/7
--------------------------------------------------------
1/3 1/3 5/7 5/10
--------------------------------------------------------
1/3 0/3 6/7 6/10
--------------------------------------------------------
1/1 1/2 5/7 5/7
--------------------------------------------------------
1/3 1/3 1/7 1/10
--------------------------------------------------------
1/3 1/3 5/7 5/10
--------------------------------------------------------
1/3 0/3 0/7 0/10
--------------------------------------------------------
0/1 0/2 0/7 0/7
--------------------------------------------------------
1/3 1/3 5/7 5/10
--------------------------------------------------------
1/3 0/3 1/7 1/10
--------------------------------------------------------
0/3 1/3 0/7 0/10
--------------------------------------------------------
1/3 2/3 5/7 5/10
--------------------------------------------------------
0/0 1/1 2/2 2/2
--------------------------------------------------------
0/0 1/1 2/2 2/2
--------------------------------------------------------
0/0 1/1 2/2 2/2
--------------------------------------------------------
0/0 1/1 2/2 2/2
--------------------------------------------------------
0/0 1/1 2/2 2/2
========================================================
</TABLE>
<PAGE> 421
[GEOMATRIX LOGO]
Page 2 of 2
TABLE 12
METALS-FREQUENCY OF DETECTIONS
Westport Landfill Site
Notes
1. "6/13" means that constituent was detected in 6 of 13 wells sampled.
2. "27/57" means that constituent was detected in 27 of 57 samples collected
and analyzed for this constituent.
3. "0/7" means that constituent was detected at 0 of 7 surface water sample
locations.
4. "0/12" means that constituent was detected in 0 of 12 surface water
samples collected and analyzed for this constituent.
<PAGE> 422
[GEOMATRIX LOGO]
TABLE 13
CONCENTRATION LIMITS
Westport Landfill Site
Redwood City, California
<TABLE>
<CAPTION>
=============================================================================================
Shallow
Groundwater Concentration Deep Groundwater
COC Limit (mg/l) Concentration Limit (mg/l)
=============================================================================================
<S> <C> <C>
VOCs:
Benzene 0.51(1) 0.001(2)
Ethylbenzene 0.043(3) 0.68(2)
Toluene 5(5) 0.1(6)
Total Xylenes 0.086(1) 1.75(2)
1,2,4-Trimethylbenzene 1.7(7) NA(7)
1,3,5-Trimethylbenzene 1.3(7) NA(8)
1,4-Dichlorobenzene 0.129(9) 0.005(2)
=============================================================================================
SVOCs:
2,4-Dimethylphenol 0.03(10) 0.4(6)
Naphthalene 0.235(3) NA
2-Methylnaphthalene 0.002 NA
2-Methylphenol 0.072(11) NA
4-Methylphenol 0.072(12) NA
Bis(2-ethyl-hexyl)phthalate 0.36(5) 0.004(13)
Phenanthrene 0.0046(9) ND
=============================================================================================
PCBs
Total PCBs 0.079 ng/l(15) 0.0005(14)
=============================================================================================
INORGANIC COMPOUNDS
Ammonia 2.2(16) NA
=============================================================================================
</TABLE>
(1) Secondary chronic toxicity value for protection of freshwater organisms
(USEPA, 1986).
(2) California MCL.
(3) Acute marine National Ambient Water Quality Criteria (NAWQC) adjusted
by an extrapolation factor of 10 (USEPA, 1986).
(4) Acute no observed effect concentration (NOEC) for sheepshead minnow
(Cyprinodon Variegatus) (Heitmuller, P.T.; T.H. Hollister; P.R. Parish,
1981).
(5) Secondary chronic toxicity value for marine organisms (USEPA, 1986).
(6) California Action Level.
(7) Acute marine (LC50) for dungeness crab (Cancer magister) first instar
(sensitive larval stage) divided by a safety factor of 10 (Caldwell, et
al., 1977).
(8) Not available, no federal or state MCL or action level.
(9) Chronic marine NAWQC (USEPA, 1986).
(10) California Ocean Plan, 6 month median concentration (SWRCB, 1990).
(11) Secondary chronic toxicity value for 1-methylnaphthalene (USEPA, 1986).
(12) Secondary chronic toxicity value for 2-methylphenol for freshwater
organisms (USEPA, 1986).
(13) California MCL for di(ethylthexyl)phthalate.
(14) Federal MCL.
(15) NAWQC and California AWQC for human consumption of fish (1 x 10(6) risk
level) (SWRCB, 1991). This concentration is below laboratory detection
limits; therefore, a detection of PCB in compliance well could indicate
an exceedance of the concentration limit.
(16) Chronic NAWQC based on a pH of 8.0, salinity of 30 g/kg, and
temperature of 10 degrees centigrade (USEPA, 1986; Marshack, 1993).
<PAGE> 423
[GEOMATRIX LOGO]
TABLE 14
MOTORING SCHEDULE
Westport Landfill Site
Redwood City, California
<TABLE>
<CAPTION>
===================================================================================================================================
Sampling Frequency VOCs SVOCs PCBs Ammonia Metals Pesticides
Location (EPA 8021)(1) (EPA 8270)(1) (EPA 8270)(1) (EPA 350)(1) (EPA 6010/ (EPA 8080)(1)
7000)(1)
-----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C>
Compliance Points: semi-annual X X X X
(P-8, P-7, P-3, K-4, P5-1,
K-5, MW-4, MW3-2, MW3-1R,
MW-1, P-2B)
-----------------------------------------------------------------------------------------------------------------------------------
Leachate: bi-annual X X
(P-2A,S-2,S-3A)
-----------------------------------------------------------------------------------------------------------------------------------
Upgradient: bi-annual X X
(UP6-2)
===================================================================================================================================
</TABLE>
(1) EPA Method for analysis
<PAGE> 424
Figure 1
[GEOMATRIX LOGO] SITE LOCATION MAP
Westport Landfill
Redwood City, California
This map depicts the area surrounding the Westport Office Park, which is
identified with an arrow labeled "Site." The map identifies San Carlos to the
south and San Mateo to the east.
<PAGE> 425
Figure 2
TOPOGRAPHIC SITE PLAN WITH
MONITORING WELL LOCATIONS
WESTPORT LANDFILL
REDWOOD CITY, CALIFORNIA
This map depicts the snail-shaped Westport Office Park, with circular lines that
show the contours of the land.
<PAGE> 426
Figure 3
SHALLOW GROUNDWATER ELEVATION
CONTOUR MAP
1 MAY 1995
WESTPORT LANDFILL
REDWOOD CITY, CALIFORNIA
This map depicts the snail-shaped Westport Office Park, with circular lines that
show the contours of the land.
<PAGE> 427
FIGURE 4
EXTENT OF REFUSE FILL
WESTPORT LANDFILL
REDWOOD CITY, CALIFORNIA
This map depicts the snail-shaped Westport Office Park, with broken lines
showing the site boundary and identifying refuse boundaries. The map also
identifies well locations across the site.
<PAGE> 428
FIGURE 5
POINT OF COMPLIANCE
SAMPLING LOCATIONS
WESTPORT LANDFILL
REDWOOD CITY, CALIFORNIA
This map depicts the snail-shaped Westport Office Park, with broken lines
showing the site boundary and identifying refuse boundaries. The map also
identifies well locations.
<PAGE> 429
APPENDIX A
ENGINEERING PLANS FOR THE CUT-OFF WALL
<PAGE> 430
VICINITY MAP
II
INDEX OF DRAWINGS
-----------------
<TABLE>
<S> <C>
1. Title Sheet
2. Marine World Parkway Improvement Plans
3. Marine World Parkway Improvement Plans
4. Marine World Parkway Improvement Plans
5. Marine World Parkway Improvement Plans
6. Marine World Parkway Street Grades
7. Marine World Parkway Street Grades
8. Marine World Parkway Street Grades
9. Marine World Parkway Street Grades
10. Marine World Parkway Traffic Signals and Safety Lighting
11. Marine World Parkway Traffic Signals and Safety Lighting
12. Marine World Parkway Traffic Signals and Safety Lighting
13. Marine World Parkway Standard Details -- General Street Details
14. Marine World Parkway Standard Details -- Sanitary
15. Marine World Parkway Standard Details
16. Marine World Parkway Standard Details -- Storm Drain
17. Marine World Parkway Section Profiles
18. Marine World Parkway Street Cross Section
19. Marine World Parkway
20. Marine World Parkway
21. Marine World Parkway
22. Marine World Parkway Pump Station
23. Marine World Parkway Pump Station
24. Marine World Parkway Pump Station
25. Marine World Parkway
26. Marine World Parkway
27. Marine World Parkway
28. Marine World Parkway
29. Marine World Parkway
30. Marine World Parkway Landscape Irrigation
31. Marine World Parkway Landscape Irrigation
32. Marine World Parkway Landscape Planting
33. Marine World Parkway Landscape Planting
</TABLE>
<PAGE> 431
[REDWOOD SHORES, INC. MAP]
This diagram shows a section of an engineering map for the Westport Office Park.
<PAGE> 432
[CITY OF REDWOOD CITY MAP]
This diagram shows a section of an engineering map for the Westport Office Park,
with an area labeled "Parkway."
<PAGE> 433
[METHANE GAS BARRIER DIAGRAM]
This diagram depicts a sketch of a methane gas barrier, with an area labeled
"Plug Cross Section."
<PAGE> 434
MARIN?
VICINITY MAP
------------
I
INDEX OF DRAWINGS
-----------------
<PAGE> 435
[MAP]
This diagram shows a section of an engineering map for the Westport Office Park,
with an area labeled "Parkway."
<PAGE> 436
[MAP]
This diagram shows a section of an engineering map for the Westport Office Park.
<PAGE> 437
[Map]
This diagram shows a section of an engineering map for the Westport Office Park.
<PAGE> 438
VANCE M. BROWN & SONS INC.
AUG 15 1995
RECEIVED
[PARK HARBOUR LOCATION MAP]
INDEX OF DRAWINGS
1. TITLE SHEET
2. SITE IMPROVEMENT PLAN
3. SITE IMPROVEMENT PLAN
4. SITE IMPROVEMENT PLAN
5. PLOT AND GRADING PLAN
6. PLOT AND GRADING PLAN
7. SITE GEOMETRY
8. SITE GEOMETRY
9. STORM DRAIN PROFILES
10. SANITARY SEWER & STORM DRAIN PROFILES
11. WATER AND STREET PROFILES
12. STORM DRAIN DETAILS
13. STREET AND SANITARY SEWER DETAILS
14. WATER DETAILS
15. CATHODIC PROTECTION DETAILS
16. LIGHTING PLAN E-1
17. LIGHTING PLAN E-2
18. LAKE PLANS LP-1
19. LAKE PLANS LP-2
20. LAKE PLANS LP-3
21. LAKE PLANS LP-4
22. LAKE PLANS LP-5
<PAGE> 439
[MAP]
This diagram shows a section of an engineering map for the Park Harbour area.
<PAGE> 440
CORK HARBOUR CIRCLE
[MAP]
This diagram shows a section of an engineering map for the Cork Harbour Circle
area.
<PAGE> 441
[MAP]
See p. 95.
CORK HARBOUR CIRCLE
[MAP]
This diagram shows a section of an engineering map for the Cork Harbour Circle
area.
<PAGE> 442
[MAP]
See p 95.
CORK HARBOUR CIRCLE
[MAP]
This diagram shows a section of an engineering map for the Cork Harbour Circle
area.
<PAGE> 443
[MAP]
See p 95.
CORK HARBOUR CIRCLE
[MAP]
This diagram shows a section of an engineering map for the Cork Harbour Circle
area.
<PAGE> 444
[DIAGRAM]
METHANE BARRIER
TYPICAL SECTION
LANDSCAPE AREA
METHANE BARRIER
TYPICAL SECTION
ROADWAY
<PAGE> 445
[MAP]
CITY OF REDWOOD CITY CORK HARBOUR
CALIFORNIA SITE IMPROVEMENTS
DEPARTMENT OF PUBLIC WORKS
See p 95.
CORK HARBOUR CIRCLE
[MAP]
This diagram shows a section of an engineering map for the Cork Harbour Circle
area.
<PAGE> 446
[GEOMATRIX LOGO]
APPENDIX B
REFUSE LIMIT DEFINITION
<PAGE> 447
[GEOMATRIX LOGO]
APPENDIX B
REFUSE LIMIT DEFINITION
During site preparation activities currently being conducted for the proposed
site development, the contractor began having difficulty achieving sufficient
compaction of imported fill, which was being placed on the existing subgrade in
the area of the Mound. This existing subgrade was soft and yielding. The
contractor began to investigate the condition of the subgrade material by
overexcavating several feet of the material. During the overexcavating process,
refuse was observed outside the reported limit of refuse. A review of historic
boring logs was then conducted to better evaluate geotechnical conditions at
the Site. This review indicated the apparent presence of refuse in areas
defined to be outside the reported refuse limits. A copy of the wellbore logs
(wells P-4, K-2, P-6, and K-1) that indicate the presence of refuse outside of
the reported refuse limits are included in this appendix.
After observing refuse outside the reported limits and with the indication of
refuse on logs for several reported shallow monitoring wells, an extensive test
pit program was then conducted to better evaluate the possible presence of
refuse outside of the reported refuse limits. The test pit program was
conducted by Vance M. Brown & Sons, Inc. and consisted of manually excavating
small pits on a 100 foot grid in the lower lying regions of the Site located
southwest, west, and northwest of the Mound and Panhandle (see Figure 2). In
several areas, test pits were excavated at the 50-foot midpoint between two
grid locations to better define the extent of refuse. The results of the test
pit program indicated the presence of 1/2-foot to 4 feet of refuse in the low
lying area southwest, west, and northwest of the Mound and Panhandle. Included
in this appendix are the field observation notes recorded during the test pit
program and the field map illustrating the grid and test pit locations. Zone 1
and 2, referenced on the field maps, are the areas southwest and west of the
Panhandle, and west and northwest of the Mound, respectively.
The extent of refuse was redefined based on the results of the test pit program
by drawing a refuse limit line through the midpoint between the pits that
contained no observable refuse and the pits that contained refuse; Figure 4 of
the report presents the defined extent of the refuse. The results of the test
pit program support that wells P-4, P-6, K-2, and K-1 monitor leachate and
should be redesignated leachate wells (the wells previously were thought to
monitor shallow groundwater outside the refuse limits).
<PAGE> 448
Figure E6: WELL CONSTRUCTION AND LITHOLOGY FOR WELL P4
Project No. 1287
This diagram depicts 3 rectangular shapes to show the depth of a well, and
labeled to show some standard features.
<PAGE> 449
DEPTH OF GROUNDWATER 2' (See Note 3) BORING DIAMETER 8" (44" ID) DATE DRILLED
================================================================================
<TABLE>
<CAPTION>
DESCRIPTION AND CLASSIFICATION
------------------------------
PENETRATION WELL
SOIL DEPTH RESISTANCE WATER CONSTRUCTION
DESCRIPTION AND REMARKS COLOR CONSIST TYPE (FEET) SAMPLER (BLOWS/ST) CONTENT DETAILS
-------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
CLAY, silty, sandy, gravelly brown stiff CL 24
9
-------------------------------------------------------------------------------------------------------------------
CLAY, silty, some sand and grey stiff CL
gravel
(interbedded with gravel lenses)
-------------------------------------------------------------------------------------------------------------------
SAND, gravelly, trace of silt brown medium SW 25
dense SM
-------------------------------------------------------------------------------------------------------------------
SAND, (coarse-grained), slag, black
garbage
(interbedded gravelly lenses)
(FILL)
-------------------------------------------------------------------------------------------------------------------
CLAY, silty organics blue very CH
(Bay Mud) grey soft- MH
soft 2
Notes:
1. The sratification lines repre-
sent the approximate boundaries
between soil types and the transi-
tions may be gradual.
2. For an explanation of penetra-
tion resistance values, the blow-
counts should be converted in
Appendix A.
3. Groundwater level was
measured at time of drilling 2
===================================================================================================================
Bottom of Boring = 18 1/2 Feet
-------------------------------------------------------------------------------------------------------------------
</TABLE>
KALDVEER ASSOCIATES
GEOSCIENCE CONSULTANTS [LOGO]
A California Corporation
EXPLORATORY BORING LOG
WESTPORT APARTMENTS
Redwood City, California
PROJECT NO. DATE BORING NO.
NE5/5-44 April 1988
<PAGE> 450
<TABLE>
<CAPTION>
----------------------------------------------------------------------------------------------------------------------------------
WELL CONSTRUCTION LITHOLOGY
----------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C>
?? DIAMETER DESCRIPTION
LOCKING
PROTECTIVE
STEEL COVER
----------------------------------------------------------------------------------------------------------------------------------
SLTY SANDY CLAYEY GRAVEL (GP)
GRAVELLY CLAY (CL),
CLAYEY GRAVEL (GP),
SLTY CLAY (CL),
Color change
Organic matter decrease to trace amounts.
BOTTOM OF BORING AT 21 FEET.
EXPLANATION
Clay
Well Permit No.
Date well ???: 11-November 1988 Salt
Drilling method: ????? Sand
Date water level Gravel
measured: 8 December 1988
Salt Spoon Sampler
Well elevation:
LF Geologist: Amanda Spencer Sample retained for
analysis
</TABLE>
Approved by:
--------------------------------------------------------------------------------
Figure E9: WELL CONSTRUCTION AND LITHOLOGY FOR WELL P-6
--------------------------------------------------------------------------------
Project No. 1287 LEVINE - FRIC
--------------------------------------------------------------------------------
<PAGE> 451
<TABLE>
<CAPTION>
DRILL RIG Hollow Stem Auger SURFACE ELEVATION - - LOGGED BY DYR
----------------------------------------------------------------------------------------------------------------------
DEPTH OF GROUNDWATER 2' (See Note 3) BORING DIAMETER 8" (4 1/4" ID) DATE DRILLED 3/1/88
======================================================================================================================
DESCRIPTION AND CLASSIFICATION
------------------------------
PENETRATION WELL
SOIL DEPTH RESISTANCE WATER CONSTRUCTION
DESCRIPTION AND REMARKS COLOR CONSIST TYPE (FEET) SAMPLER (BLOWS/FT) CONTENT DETAILS
-----------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
GRAVEL, sandy, with clay and light medium GC 1 12
silt brown dense
2 23
3
------------------------------------------------------------------ 4
SAND, (fine-to coarse-grained) red- medium SC-
gravelly, some silt and clay, brown dense GC 5
very gravely at 5 feet
(FILL) 19
------------------------------------------------------------------ 6
CLAY, silty organics blue- stiff CH-
(Bay Mud) grey MH 7
black 8
very
soft 9
2
Notes: 10
1. The stratification lines
represent the approximate 11
boundaries between soil
types and the transitions 12
may be gradual.
13
2. For an explanation of
penetration resistance values, 14
the blow-counts should be
converted in Appendix A. 15
soft 3
3. Groundwater level was 16
measured at time of drilling.
17
----------------------------------------------------------------
Bottom of Boring = 17 1/2 Feet 18
19
20
---------------------------------------------------------------------------------------------------------------------
[LOGO] EXPLORATORY BORING LOG
KALDVEER ASSOCIATES -----------------------------------------------
GEOSCIENCE CONSULTANTS WESTPORT APARTMENTS
A California Corporation Redwood City, California
-----------------------------------------------
PROJECT NO DATE BORING NO
-------------------------------- --------------
KE675-22 APRIL 1988 K-1
---------------------------------------------------------------------------------------------------------------------
</TABLE>
<PAGE> 452
#814 ELEV. 104.84 CLEAN
------------------------
CLEAN, FILL TO -2'-0" CLEAN
RED ROCK & RED CLAY MIX -3'-0"
BAY MUD STOP AT -5'-6"
#813 ELEV. 104.66
------------------
CLEAN FILL TO - 1 - 6
RED ROCK & RED CLAY - 2 - 6
BAY MUD BLUE GREEN STOP A - 5 NO H2O NO REFUSE
CLEAN
#812 ELEV. 105.50
------------------
CLEAN FILL TO - 2'2"
DARK BROWN ROCKY CLAY - 5 H20 AT 6'5"
BAY MUD BLUE & BLACK IN COLOR STOP A 6'5" NO REFUSE CLEAN
#811 ELEV. 105.38
------------------
FILL WITH ROCKS - 2'4"
DARK BROWN ALMOST BLACK WITH ROCK & ASPHALT MIX - 3'2" CLEAN
GRAVEL CLAY MIX H2O AT THIS ELEV. - 4' H2O NO SMELL
DARK BAY MUD STOP AT 5'2 NO REFUSE
#810 ELEV. 105.00
------------------
FILL WITH ROCK - 1'8"
BLACK CLAY FILL MIX - 2'6"
CLEAN FILL BROWN - 4'6" CLEAN
BAY MUD BLACK - 6"2" NO H2O NO REFUSE
<PAGE> 453
#809 ELEV. 105.70
0 - (2'-8") Rocky soil
(2'8") - (5'-6") Clay Brown
(5'-6") - (6'-0") Yellow/Brown soil
(6'-0") - (6'-10") [DOWN ARROW] Bay Mud
stopped dig @ (6'10")
no Refuse
no H2O
#808 ELEV 105.66
0 - (2'-9") Rocky soil
(2'-9") - (4'-10") Brown clay w/some Yellow sand
(4'-10") - (7'-6") [DOWN ARROW] Bay mud
stopped @ (7'-6")
no Refuse
no H2O
#807 ELEV 105.95
0 - (4'-9") clean fill
(4'-9") - (6'-0") Bay mud w/First 2" - 4" being organic
stopped @ (6'0")
no H2O
no Refuse
#806 ELEV 106.28
0 - (6') cln fill
(6') - 8' [DOWN ARROW] Bay mud
stopped @ (8')
no H2O
no Refuse
<PAGE> 454
5/24/94
Hole # 820 A elev 107.33 (on mid gridline)
- (DOWN ARROW W/DASH) @ (3') - as soon as we hit Red Rx layer H2O Rushed up
from Red Rx layer to (3')
0 - clean fill
(5') - (8'-7") Red Rx down @ (5') - H2O Rushed in to quick
8 (7') - (9'0") Bay mud
* Stopped @ (9'0") (Reach)
#820B elev 106.76 - (25' south of 820A on mid gridline)
0 - (5'-10") cln fill
(5'10") - (6'-5") Red Rx [DIVIDE] Hit H2O @ (6'-5"): RUSHING H2O
(6'5") - (8'-6") Red Rx w/GLASS, H2O
(8'6") - [DOWN ARROW] Bay mud
[DOWN ARROW W/DASH] @ (4'-3")
----------------------------------------------------------------
5/23/95
#821 A elev
0 - (4'-8") cln fill
(4'8") - (6'-10") Red Rx clean
(6'-10") start of Bay mud with organics
(6'-10") - (9'8) Bay mud w/organics
* stopped @ (9'-8") (Reach)
* very little H2O leaking in @ Red Rx level
* no Glass, Refuse, Hada
#866 elev
0 (56'-8): cln fill
(6'-8") - (7'-3"): Red Rx @ (7'-3") hit @ 10% GLASS
@ (7'3") H2O settling @ Btm of Trench ((approximately)2")
(7'-3") - (8'-7"): Red Rx mixed w/Brown Red Rx & H2O & 10% GLASS
(8'-7") - (9'-2"): Bay mud w/organic layer
* stopped @ (9'-2") (Reach)
[ILLEGIBLE]
<PAGE> 455
#865 A elev (% Trench is 32' south of stake #865 on Gridline)
------ ----
0 - (3'): cln fill & start of H2O [(down arrow w/dash) @ (3')]
(3') - (4'-8"): cln fill (down arrow)
(4'-8") - (7'-4") Rock w/10% Glass every other bucket
@ (6'-5") Glass/Rock mix : melted Glass
* stopped @ (7'-4") too wet & started pulling up
Refuse - 1 Plastic Bag, tin can lid, melted Glass
* (down arrow w/dash) @ (3')
#864 elev
---- ----
<PAGE> 456
Zone 1 Dig
5/22/95 1/7
gary wagner sick sign out @ 11:30
#854 elev: 106.13
---- ------------
0 - 7' clean fill
7' - 8' refuse -- glass, shoe sole *H2O odor
* stopped @ 8'
#853 elev: 105.53
---- ------------
0 - 6' clean fill Glass
6' - 7' refuse -- glass *H2O reb rock B-1 trash = 6"
** stopped @ 7' due to H2O *H2O raised from (7)' to (1)'
in a matter of 10 seconds.
* no odor
#853A elev: 106.68
----- ------------
0 - 6' clean fill Burnt Glass
6' - 7' refuse, glass, burnt glass, soil was dark & wet
* stopped @ 7' *H2O
* no odor
#853B elev: 106.68
----- ------------
0 - 5-1/2 clean fill
5-1/2 - 6' reb rock w/glass
6' - 7' reb rx -- found 1 tire, 1 fork, glass
* stopped @ 7'
* H2O filled hole to (3')
#852 elev: 107.90
---- ------------
0 - 6' clean fill
6' - 8' green/grey clay/bay mud mix w/rx
8' - 9' red rx
9' [arrow down] -- bay mud
*no refuse clean hole
stopped @ (9')
<PAGE> 457
#836.5 elev 107.52
------ -----------
0-9'-6" clean fill
9'-6"-10' Bay mud
stopped @ (10') clean hole
#851 elev 108.40
---- -----------
0-9': clean fill
9'- (arrow down) Bay mud
*stopped @ (9'-6") clean hole
*H2O was running out of walls of trench @ (4')
hole did not fill much w/H2O
#850 elev 106.74
---- -----------
0-8' cln fill
(8'-9') Bay mud
(9') (arrow down) Bay mud
*stopped dig @ (9') clean hole
*H2O running down sides of trench @ (3')
#849 elev 106.76
---- -----------
0-7'-10" cln fill
(7'-10") - (9'-0"): layer of red bricks/red broken clay pipe
(9'-0) - (9'-6") (arrow down) Bay mud
(9'6") stopped dig clean hole
*sides of trench were wet -- no H2O running in
#848 elev 106.30
---- -----------
0-3' cln fill
(3' - 4'6") clay cap
(4'6") *100% refuse refuse
*refuse @ (4'6")
<PAGE> 458
#834A elev 106.54
----- -----------
0-(4') cln fill
(4') - (7'-6") clay cap
(7'6") - (7'-10") refuse
*100% @ 7'-10"
*stopped dig @ (7'-10") refuse
*H2O w/head @ (7'-8")
#834B elev 106.74 -
----- -----------
PT is = 10' south of #834A in line of grid
0-3'8" cln fill
(3'8") - (5'2") clay cap
*(5'2") 100% refuse
*no H2O
*stopped @ (5'2") refuse
#834 elev 106.60
---- -----------
0-(3'-8") cln fill
(3'-8") - (9'-7") clay cap
(9'-7") - (10'-4"): glass bottles - (4-5) = 20-30% refuse
(10'-4") - (11'-0")(arrow down) Bay mud
*stopped @ (11'-0") refuse
*no H2O
#835B elev 107.69
----- -----------
0-(4'-0") cln fill
(4'-0") - (7'-5"): clay cap
(7'-5") - (10'-6")(arrow down) Bay mud
**stopped @ (10'-6") clean hole
*no H2O, no refuse
<PAGE> 459
4/7 5/22/95
#835A elev 107.68
------ -----------
0 - (6') : cln fill
(6') - (11') : clay cap clean hole
(11') - (11'3") (arrow down) : Bay mud
*stopped @ (11'-3")
*no H2O
*no Refuse
#835 elev 108.07 clean hole
---- -----------
0 - (9'-6") cln fill
(9'-6") - (10'-5") Bay mud
*stopped @ (10'-5")
*no Refuse
*H2O @ (9'-8") stopped/leveld at @ (9'-2")
#862 elev 108.95
---- -----------
*walls caving in @ (3') -- very wet (arrow down w/dash) @ (4'-6")
0 - 4'-6" very wet, walls caving in (clnfill) H2O coming w @ (4'-6")
(4'6") - (10'-6"): clay mixed w/ brown soil H2O
(10'-6") - (11'0) (arrow down) Bay mud clean hole
(arrow down w/dash) @ (4'-6")
*no Refuse
#861 elev 107.9
---- ----------
0 - (6') cln fill (walls cave in a little)
(6')-(9'-6") clay
(9'-6") - (10'-6") Bay mud clean hole
*H2O coming in @ (6'): right above clay level
<PAGE> 460
6/7
5/22/95
#860 elev 107.06
---- -----------
0 - (3'-6"): cln fill
(3'-6") - (4'-2"): clay cap refuse
(4'-2") (down arrow) 100% refuse
- H2O @ (4'-0")
#820 elev 106.50
---- -----------
0 - (5'-4") cln fill
(5'-4") - (5'-9") red Rx clean hole
(5'-9") - (7'-4") (down arrow) bay mud
* stopped @ (7'-4")
* some H2O in hole, sides cave in slightly from (1') - (4')
#817 elev 107.31
---- -----------
0 - (8'-6") cln fill
(8'-6") - (9'-6") glass, 2" organic glass & organic layer
(9'-6") - (10'-6") (down arrow) bay mud
*H2O (down arrow w/dash) @ (7'-6")
*stopped dig @ (10'-6")
#816 elev 107.75
---- -----------
0 - (8'-8") cln fill
(8'-8") - 10' (down arrow) bay mud clean hole
*no refuse, no H2O
*stopped dig @ (10')
815A elev 107.50
---- -----------
0 - (6'-0") cln fill @ (2'-10") H2O coming in (a little)
(6'-0") - (10'-6") cln fill with clay & some Rx
(10'-6") (down arrow) start of bay mud
*stopped dig @ (10'-6") due to reach of hoe
*no refuse
clean hole
<PAGE> 461
6/7 5/22/95
#805 106.36 ELEV.
------------------
0-(7'-8"): CLEAN FILL CLEAN HOLE
(7'-8") - 9'-2" [ARROW DOWN] BAY MUD
NO H20
NO REFUSE
STOPPEE @ 9'-2"
#814A ELEV. 106.52
-------------------
0(6'-4"): CLN FILL
(6'-4") - (11'-0"): CLAY CAP REFUSE
(11'-0") - 11'-3": 10-20% REFUSE MIX W/CLAY
* STOPPED @ -11'-3" DUE TO REACH
* NO H20
#804 ELEV. 105.98
------------------
0-(6'-10"): CLN FILL CLEAN HOLE
(6'-10") - (9'-6") [ARROW DOWN] : BAY MUD
NO REFUSE
NO H20
STOPPED AT (9'-6")
#803 ELEV. 106.93
------------------
0-(7'8") CLN FILL CLEAN HOLE
(7'-8") - 9'-0" [ARROW DOWN] - BAY MUD
* SOME H20 COMING IN FROM ONE SIDE OF TRENCH @ (7'8")
* NO REFUSE
#801A ELEV. 107.00
-------------------
0-4'-8" CLN FILL REFUSE
4'-8" - (6'-3") CLAY CAP
@ (6'-3") 100% REFUSE - PLASTIC BAGS, GLASS, TIRES (1)
* NO H20
*
<PAGE> 462
7/7
5/22/95
#802 elev 106.78
0-(7') clean fill
(7') - (7'-7") bay mud w/organics
(7'-7") - (9'-7") bay mud
*H2O @ (7'-0") coming in on one side of trench
*2 1/2" horz pipe - mtl - is down (7'-0") from g??
could not dig up, it is in good
*no refuse
5/23/95
#801 elev 107.10
0 - (5'-6") clean fill
(5'-6") - (8'-0") reb rx
(8'-0") - (9'-0")(arrow down) bay mud
*stopped dig @ (9'-0")(reach) clean hole
*little H2O @ btm
#800 elev 107.48
0 - (5'-3") clean fill
(5'-3") - (7'-8") clay cap
(7'-8") - start refuse
*dug to (8'-0") @ got 100% refuse =
plastic bags, glass, wood
*H2O @ btm w/ bubbles
#800A elev 107.38
0 - (6'-0") clean fill 66
(6'-0") - (8'-0") red rx 88
(8'-0") - (10'-0") bay mud 100
-stopped dig @ (10'-0") clean hole
-little H2O @ btm
@ (6'-8") mtl pipe running N-S 2"-3"
<PAGE> 463
#821 elev 106.12
clean fill to (6'0")
red rock and some wood debris to ?'8"
organic bay mud, to (7'0")
bay mud to (8'0") stopped digging
#822 elev 106.21
clean fill to (8'0")
org. bay mud to (8'7") stopped water
#823 elev 106.21
clean fill to (8'0")
red rock to (9'0") lot of water
dug with Bobcat max.
#824 elev 106.02
clean fill to (7'0")
red rock to (7'8") water
bay mud to 8' - 8"
#825 elev 106.30
clean fill to (7'0")
red rock to (7' - 6")
bay mud 8' - 3" no water
#8255 elev 107.41
clean fill to 4'
red rock 4' - 5' bay
water @ 2' clean hole
<PAGE> 464
[Manual Notes]
<PAGE> 465
[ZONE 2 MAP]
This map depicts the snail-shaped Westport Office Park, with a grid that
divides the map into quadrants. There are circles across the map.
<PAGE> 466
GFS, CC & GARY WAGNER (BACKHOE)
D. ALVARADO -(#1-8)
ZONE 2 DIG 5/3/95 1/13
* Elev taken from stake #1285 @ Elev 107.5-2.95 = 104.
-- staked by Bohley/Mahley Elev @ 104.55
#1 Elev: 103.80
Depth: 1ft. layer of Reddish Clay
4ft. layer of Young Bay Mud
-- DUG to (-5)ft (Below 103.80) and found NO REFUSE
Dimensions: 21' N: Along Gridline ACx 21' West from stake #1285.
#2 Elev: 103.35
Dimensions: 21 ft N. Along Gridline ACx 10 ft. West from 1285.
Depths: 1' layer of Reddish Clay
4' layer of Young Bay Mud NO REFUSE
#3 Elev: 103.20
Dimensions: 21' N. on Gridline AC from 1285.
Depth: 6" Reddish Clay
2' Clean Bay Mud - Young NO REFUSE
#4 Elev: 103.42
Dimensions: 21' N. Along Gridline AC .10' East from 1285.
Depth: First 3' is rocky, Semi Organic Mix w/ Glass Bottles
hit clean clay @ (-3)"
*very wet, a lot of H2O GLASS
#5 Elev: 104.75
Dimensions: 13' East on Gridline E from stake 1285.
Depths: Rocky Reddish Soil from 0-5' Down
-- then a 1/2" layer of ORGANIC trash (Decomposing Layer)
Black Layer
-- @ (-5 1/2) got into Clean Bay Mud
* H2O level @ (-3)'
<PAGE> 467
Zone 2 Dig Cont.
5/3/95
5/3/95 2/13
#6 Elev: 104.62
Distance: 21' East on Gridline E
Depths: down to 5-1/2' is rocky red soil w/glass
@ 5-1/2' hit layer of ash, decomposing layer, black
@ 6' hit black bay mud -- stopped dig
* @ 3'0 H2O rushing in
#7 Elev: 105.76
Distance: 50' est on Gridline E (from stake #1285)
Depths: @ 6' down a 2' layer of 100% refuse
@ 8-1/2 down hit bay mud
#8 Elev: 106.68
Distance: 75' est on Gridline E (from #1285)
Depths: (0') - 6' rock & glass
(6') - (8'-6") refuse
(8'-6") [arrow down] bay mud
#9 elev: 105.85
Distance: 50' N of Gridline E & 10' W of Gridline AD
Depths: 0 -- 3': clean fill
(3') -- (6'): rock & glass
(6') -- (7'-6"): refuse
(7'-6") [arrow down]: bay mud
#10 elev: 106.75 20' W of PT #11 [arrow down]
Depths: 0 -- (5') clean fill
(5') -- (7'-0") rock and glass
(7'-0") -- (8'-0") refuse
(8') [arrow down] bay mud
#11 elev: 107.72 20' South of Stake 867 on Gridline AD
Depths: 0 -- (7'-0") clean fill
(7'-0") -- (8'-0") refuse
(8'-0") [arrow down] bay mud
<PAGE> 468
3/13
#12 Elev: 105.12 / on gridline AC 20 S of Pt 1285
Depths: 0 - 4'0": Rock & Glass & lots of H20
(4'0") - (5'6"): Bay mud
5'6" [down arrow]: Bay mud
#13 Elev: 104.62 / 20' S of Gridline E & 50' E of Gridline AB
Depths: 0 - (2'0") Rock, Glass, H20
(2'0") - (5'0"): Bay Mud
(5'0") [down arrow]: Bay Mud
#14 Elev: 105.15 / on Gridline AC ~ 20' N of Stake 857
Depth: 0 - (2'): rock, glass, H20
(2') - (5'0): Bay Mud
(5') [down arrow]: Bay Mud
#15 Elev: 107.00 / Gridline E, 50 E of Stake 867
Depth: 0 - (7'): Clean fill
(7') - (8'): Red rock & glass
(8') - (9'6"): Refuse
(9'6") [down arrow]: Bay Mud
#16 Elev: 106.40 / 50' each way of Gridline E & F, AD & AE
Depths: 0 - (7'0"): clean fill
(7') - (8'): Red rock
(8') - (9'): Refuse
(9') [down arrow]: Bay Mud
#17 Elev: 105.48 / intersection of F & AD
Depth: 0 - (5'6"): clean fill
(5'6") - (7'0"): red rock & glass
(7'0") [down arrow]: Bay mud
#18 Elev: 106.20 / Gridline F, 50 W of Stake 876
Depth: 0 - (7'): Clean fill
(7') - (7'6"): Red rock
(7'6") - 8': Refuse
(8') [down arrow]: Bay mud
<PAGE> 469
4/13
#19 elev: 104.70 / Gridline F, 150' E of stake 1284
Depth: 0 -- (-3') clean fill
(-3') -- (-4') Reb Rx & Glass
(-4') -- (-5') Refuse
(-5') down arrow -- BAY MUD
#20 elev: 107.15 / 50' E. of stake #857
Depth: 0 -- (-6') : clean fill
(-6') -- 6' (-6") : Reb Rx
(-6'6") -- (-9'0") : Black Trash - Burnt? (Lot of H2O
(-9'0) down arrow -- BAY MUD
#21 elev: 105.50 / stake #857
(-0) -- (-2') clean fill
(-2') -- (-3') Reb Rx - clean
(-3) -- (-7'6") down arrow -- YOUNG BAY MUD
#22 elev: 105.72 / 50' Both ways Between C & D, AC & AD
(-0) -- (-5'6") clean fill
(-5'6") -- (-7'0") Reb Rx, Glass, lot of H2O
(-7'0") -- down arrow -- BAY MUD
#23 elev: 105.68 / Gridline C & AC CROSSING PT
(-0) -- (-5') clean fill
(-5') -- (-7) Rep Rx, Broken Glass Ash, lot of H20
(-7') -- down arrow -- BAY MUD
#24 elev: 105.50 / GRIDLINE C, 150' From stake 843
(-0) -- (-6'0") : clean fill
(-6') -- (-8') : Glass, Ash, Red Rx
(-8') down arrow -- BAY MUD
#25 Elev: 105.25 /Gridline C, 50" From stake 843
(-0) -- (-3') : clean fill
(-3')-- (-9') down arrow -- BAY MUD
<PAGE> 470
#26 elev: 107.63 / stake 1287
(0) -- (7') clean fill
(7') -- 8' Reb Rx, Glass
8' -- 8'6" Refuse
(8'6) [down arrow] -- BAY MUD
#27 elev: 106.35 / GRIDLINE D, 50' from stake 1286
(0) -- (6') clean fill
6' -- (7') Reb Rx & Glass
7' -- (8') Refuse
8' [down arrow] -- BAY MUD
#28 elev: 107.20 / Between C&D, AD & AE 50' each way
(0) -- (8'): clean fill
8' -- (9'): Red Rx, Glass
(9') [down arrow] -- BAY MUD
#29 elev: 105.80 / on Gridline AD 50' between F & G (Gridlines)
(0) -- (4'6"):, clean fill
(4'6") -- (6'6"): Red Rx, Brown Clay, Glass
(6'6") -- (8'0"): Thin layer of Refuse then BAY MUD
(8'0) [down arrow] -- BAY MUD
#30 elev: 106.08 stake 868
(0) -- (5'6"): clean fill
(5'6") -- (6'6"): Red Rx, Glass
(6'6") -- (7'0"): Refuse
(7'0") [down arrow] -- BAY MUD LOT OF H2O
#31 elev: 106:42 stake 877
(0) -- (6'6"): clean fill
(6'6") -- (7'6") : Red Rx w/ H2O
(7'6") -- (7'7") : Refuse
(7'7") -- 8'6" [down arrow] Refuse: Bay MUD
<PAGE> 471
[Manual Notes]
<PAGE> 472
#40 104.31
0' -- (2'-0"): clean fill
-2'-0" -- (4'-6"): red rx, glass, metal, ash, thin layer of decomposing
-4'-6" down bay mud
#41 103.65
0' -- -2'-6": clean fill
-2'-6" -- -5'-0": red rx, ash, glass, burnt debris
-5'-0" down bay mud
#42 104.08
-0' -- -2': clean fill
-2' -- -5'-6": glass, burnt debris, red rx
@ -4'-6" H2O
-5'-6" -- -6'-0" organic bay mud
-6'-0" down bay mud
#43 104.07
?
#44 103.56
0' -- -6': clean fill
-6' -- down bay mud
#45 104.11
0' -- -2'-6": clean fill
-2'-6" -- -5'-0": clean fill
-5'-0" -- -6': organic bay mud
-6' down: bay mud
#46 104.54
0' -- -5': clean fill
-5'-0" -- -6'-0": organic bay mud (clean of glass, refuse)
-6'-0" down bay mud
<PAGE> 473
#47 106.17
0' -- (8'-6"): clean fill
(8'-6") -- (9'): organic bay mud * H2O @ (8'-6")
(9') down bay mud
* no refuse
#48 ?
0' -- (6'): clean fill
(6') -- (7'-6"): red rx, glass, silverware
(7'-6") -- (8'): organic bay mud
(8') down bay mud
* no refuse
#49 ?
0' -- (7'-6"): clean fill
(7'-6") -- (10'-8"): down bay mud
bay mud * no refuse
#50 106.33
(0') -- (7'-0"): clean fill
(7'-0") -- (9'-0"): glass, burnt wood, shoes - size 8
(9') down bay mud
* no H2O
#51 106.45
(0') -- (6'): clean fill [* -- H2O @ (6') rose to (4'-6")]
(6') -- (7'): red rx, glass, copper pipe, refuse
(7') -- (8'-6"): garbage
(8'-6") down bay mud * found garbage
#52 107.38
0' -- (6'): clean fill
(6') -- (8'): red rx, H2O, glass, silverware, burnt refuse
(8') -- (8'-6"): newspaper, plastic, cans
H2O bad - stopped dig @ (8'-6")
<PAGE> 474
[Manual Notes]
<PAGE> 475
#59 106.66
0 - 3' : clean fill - H2O @ (3')
only Refuse 3' - (3'6") Glass, Gravel
(3'-6") - (8'-6") : Clean fill
(8'6) (down arrow) BAY MUD
#60
? 0 - (9') clean fill
(9') (down arrow) BAY MUD
#61
? 0 - (3'6) Clean fill
(3'6") - ORGANIC ON BAY MUD
(3'6) [down arrow] Bay mud
*H2O @ (2'6")
#62 105.04 *David PNeH was Present
0 - (6'6") clean fill
(6'-6") - (8') : ORGANIC BAY MUD
(8'0") (down arrow) BAY MUD
* No Refuse
#63 105.63 *D. Pneh Present
0 - (8'0) : clean fill *H2O @ (8'6")
(8'0) (down arrow) BAY MUD
* No Refuse
#64
0 - (3'0) clean fill
@ 3'0 A layer of AC chunks
3' - 3'6 clay Pipe
3'6" - 8' clean fill
8' - 9' Red Rx, H2O, burnt debri, Glass, plates, silverware
H2O - (9') - (6'6") in 5 min
<PAGE> 476
11/13
#65
0' -- (8'): clean fill
(8') -- (10'-6"): red rx, plastic, glass, rubber
stopped @ (10'-6") Backhoe could not go deeper
H2O @ (6')
#66
0' -- (6'-6"): clean fill
(6'-6") -- (8'-0"): red rx, rubber, wire, burnt debris
(8'-0") [arrow down] bay mud
*H2O @ (6')
#67
0' -- (6'-6"): clean fill
(6'-6") [arrow down] bay mud no H2O
#68 105.53
0' -- (2'-3"): clean fill
(2'-3") H2O w/slight smell (lot of H2O)
(2'-3") -- (7'-0") red rx, wood chips, burnt debris, steel pipe,
chunks of timber, plastic
(7'-8") bay mud w/organics
(8') [arrow down] bay mud
#69 106.36
0' -- (2'): clean fill
(2') -- (4') burnt debris, glass, red rx
(4') -- (5'-6") red rx
(5'-6") [arrow down] bay mud
* H2O @ (4'-0")
#70 105.23
0' -- (5'-6"): clean fill
(5'-6") -- (6') red rock, glass
(6') -- (6'-6") organic bay mud
(6'-6") [arrow down] bay mud
<PAGE> 477
12/13
#71 105.14
0 - (2'9"): clean fill
(2'9") - (3'0"): red rx w/wood
(3'0") - (5'3"): clean fill
(5'3") - (5'6"): red rx no debris
(5'6") - (6'0"): organic bay mud
(6') [arrow down]: bay mud
* little H20 @ (4'0)
#72 104.6
0 - (3'0"): clean fill
(3'0") - (5'0"): red rx no debris
(5'0") [arrow down]: bay mud
#73 104.84
0 - (3'0"): clean fill
(3'0") - (4'6"): red rx no debris
(4'6") - (5'6"): organic bay mud
(5'6") [arrow down]: bay mud
#74 104.40
0 - (1'9"): clean fill
(1'9") - (5'0"): red rx, glass, pipe (copper), plates
(5'0") - (5'6"): organic bay mud
(5'6") [arrow down]: bay mud
#75 107.85
0 - (7'6"): clean fill
(7'6") [arrow down]: bay mud
<PAGE> 478
illegible/13
# 76
ZONE #1 0 -- (2'6") clean fill
(2'6") layer of AC *No H2O
(2'6") -- (5'6") clean fill
(5'6") -- (6'6") Glass, silverware, Reb Rx
(6'6") [down arrow] -- BAY MUD
#77
0 -- (6') cln fill
(6') -- (7') Reb Rx No Debri
(7') -- (9') ORGANIC BAY MUD
(9') -- [down arrow] -- BAY MUD
No H2O
#78
0 -- (6'9") cln fill
(6'9") -- 8' Reb Rx No Debri
(8') [down arrow] -- BAY MUD
*H2O @ (5'6")
#79
0 -- (8'6") clean fill
(8'6") - (9'6") : WOOD SCRAPS IN ORGANIC BAY MUD
(9'6) [down arrow] -- BAY MUD
*H2O @ (6'6")
#80
0 -- (5'6") cln fill
(5'6") -- 6'6" Reb Rx No Debri
(6'6") [down arrow] -- BAY MUD
*H2O @ (5'6")
#81 109.28
0 -- (2'3") AC GRANUALES
(2'3") -- (4'0") cln fill
(4'0") -- (6'0") fill w/ Glass,
(6'0) -- (10'0) BURNT Debri, metal, Porcelan, copper wire
mtl care parts, metal glass, springs
[ILLEGIBLE]
<PAGE> 479
APPENDIX C
SCHEMATIC OF RECONSTRUCTED CAP
<PAGE> 480
[DIAGRAM]
CLAY COMPACTED TO A
MINIMUM OF 90% MAXIMUM DRY DENSITY.
DEPTH AS REQUIRED TO
EXISTING NATIVE BAY MUD
FILL MATERIAL
EX NATIVE BAY MUD
DETAIL A
CLAY LAYER TERMINATION DETAIL
NTS
[BOHLEY MALEY ASSOCIATES LOGO]
<PAGE> 481
APPENDIX D
POINT-OF-COMPLIANCE WELLS BORING LOGS
<PAGE> 482
Figure E11: WELL CONSTRUCTION AND LITHOLOGY FOR WELL P-8
Project No. 1287
This diagram shows 3 rectangular shapes to show the depth of a well, and the
variations in clay, silt, sand and gravel materials.
<PAGE> 483
Figure E10: WELL CONSTRUCTION AND LITHOLOGY FOR WELL P-7
Project No. 1287
LEVINE FRICK
This diagram shows 3 rectangular shapes to show the depth of a well, and the
variations in clay, silt, sand and gravel materials.
<PAGE> 484
Figure E5: WELL CONSTRUCTION AND LITHOLOGY FOR WELL P3
Project No. 1287
LEVINE FRICK
This diagram shows 3 rectangular shapes to show the depth of a well, and the
variations in clay, silt, sand and gravel materials.
<PAGE> 485
<TABLE>
<CAPTION>
DRILL RIG Hollow Stem Auger SURFACE ELEVATION - - LOGGED BY DYR
DEPTH OF GROUNDWATER 2' (See Note 3) BORING DIAMETER 8" (4 1/4" ID) DATE DRILLED 3/3/88
===============================================================================================================================
DESCRIPTION AND CLASSIFICATION
------------------------------
PENETRATION WELL
SOIL DEPTH RESISTANCE WATER CONSTRUCTION
DESCRIPTION AND REMARKS COLOR CONSIST TYPE (FEET) SAMPLER (BLOWS/FT) CONTENT (%) DETAILS
--------------------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
GRAVEL, sandy, with some light medium GM 1 26
silt, and traces of clay brown dense
-------------------------------------------------------------------- 2
GRAVEL, sandy, trace of silt red- loose GM
(saturated) lots of glass brown 3 11
fragments
4
(slag, wood debris) 5
47
(FILL) 6
--------------------------------------------------------------------
CLAY, silty, organics blue firm CH 7
(Bay Mud) grey MH
8
9
Notes:
1. The stratification lines repre- very 10
sent the approximate boundaries soft- 2
between soil types and the transi- soft 11
tions may be gradual.
12
2. For an explanation of penetra-
tion resistance values, the blow- 13
counts should be converted in
Appendix A. 14
3. Groundwater level was
measured at time of drilling. 15
2
-------------------------------------------------------------------- 16
Bottom of Boring = 17-1/2 Feet.
17
[REST OF CHART ILLEGIBLE]
18
-------------------------------------------------------------------- 19
20
===============================================================================================================================
</TABLE>
[LOGO] EXPLORATORY BORING LOG
---------------------------------------
KALDVEER ASSOCIATES WESTPORT APARTMENTS
GEOSCIENCE CONSULTANTS Redwood City, California
---------------------------------------
A California Corporation PROJECT NO. DATE BORING
------------------------ NO. K-3
KE675-22 April 1988
<PAGE> 486
<TABLE>
<CAPTION>
DRILL RIG Hollow Stem Auger SURFACE ELEVATION - - LOGGED BY DYR
DEPTH OF GROUNDWATER 2' (See Note 3) BORING DIAMETER 8" (4 1/4" ID) DATE DRILLED 3/3/88
======================================================================================================================
DESCRIPTION AND CLASSIFICATION
------------------------------
PENETRATION WELL
SOIL DEPTH RESISTANCE WATER CONSTRUCTION
DESCRIPTION AND REMARKS COLOR CONSIST TYPE (FEET) SAMPLER (BLOWS/FT) CONTENT (%) DETAILS
-----------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
CLAY, silty, sandy, trace tan stiff CL 1 8
of gravels
2
12
3
(FILL)
------------------------------------------------------------------ 4
CLAY, silty, some sand grey firm CL
organics 5
6
------------------------------------------------------------------ 6
CLAY, silty, organics dark very CH
(Bay Mud) blue soft - MH 7
grey soft
8
9
Notes: 10
1. The stratification lines 2
represent the approximate 11
boundaries between soil
types and the transitions 12
may be gradual.
13
2. For an explanation of
penetration resistance values, 14
the blow-counts should be
converted in Appendix A. 15
3. Groundwater level was 16
measured at time of drilling.
17
18
----------------------------------------------------------------
Bottom of Boring = 18 1/2 Feet 19
20
===============================================================================================================================
</TABLE>
[LOGO] EXPLORATORY BORING LOG
---------------------------------------
KALDVEER ASSOCIATES WESTPORT APARTMENTS
GEOSCIENCE CONSULTANTS Redwood City, California
---------------------------------------
A California Corporation PROJECT NO. DATE BORING
------------------------ NO. K-4
KE675-22 April 1988
<PAGE> 487
<TABLE>
<CAPTION>
DRILL RIG Hollow Stem Auger SURFACE ELEVATION - - LOGGED BY DYR
DEPTH OF GROUNDWATER 10' (See Note 3) BORING DIAMETER 8" (4 1/4" ID) DATE DRILLED 3/2/88
======================================================================================================================
DESCRIPTION AND CLASSIFICATION
------------------------------
PENETRATION WELL
SOIL DEPTH RESISTANCE WATER CONSTRUCTION
DESCRIPTION AND REMARKS COLOR CONSIST TYPE (FEET) SAMPLER (BLOWS/FT) CONTENT (%) DETAILS
-----------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
SAND, gravelly, some silt, light medium SM- 1 12
trace of clay brown dense SC
2 5
(grading clayey) brown loose SC
----------------------------------------------------------------- 3
CLAY, silty, some sand dark firm CL
grey 4
brown
5
-----------------------------------------------------------------
GRAVEL, sandy, clayey light loose GC- 6 10
tan SC
7
-----------------------------------------------------------------
CLAY, silty, (moderately grey stiff CL 8
light petroleum odor) black
----------------------------------------------------------------- 9 15
SAND, gravelly, some silt, light medium SM
glass, newspaper tan dense 10
(FILL) loose 11 6
-----------------------------------------------------------------
CLAY, silty, organics blue soft CH 12
(Bay Mud) grey MH
13
14
15 2
16
17
18
19
20
===============================================================================================================================
</TABLE>
[LOGO] EXPLORATORY BORING LOG
---------------------------------------
KALDVEER ASSOCIATES WESTPORT APARTMENTS
GEOSCIENCE CONSULTANTS Redwood City, California
---------------------------------------
A California Corporation PROJECT NO. DATE BORING
------------------------ NO. K-5
KE675-22 April 1988
<PAGE> 488
<TABLE>
<CAPTION>
DRILL RIG Hollow Stem Auger SURFACE ELEVATION - - LOGGED BY DYR
DEPTH OF GROUNDWATER 10' (See Note 3) BORING DIAMETER 8" (4 1/4" ID) DATE DRILLED 3/2/88
======================================================================================================================
DESCRIPTION AND CLASSIFICATION
------------------------------
PENETRATION WELL
SOIL DEPTH RESISTANCE WATER CONSTRUCTION
DESCRIPTION AND REMARKS COLOR CONSIST TYPE (FEET) SAMPLER (BLOWS/FT) CONTENT (%) DETAILS
-----------------------------------------------------------------------------------------------------------------------
<S> <C> <C> <C> <C> <C> <C> <C> <C>
CLAY, silty (continued) blue- soft CH
grey MH 21
----------------------------------------------------------------- 22
Bottom of Boring = 22 Feet
23
Notes:
24
1. The stratification lines
represent the approximate 25
boundaries between soil
types and the transitions 26
may be gradual.
27
2. For an explanation of
penetration resistance values, 28
the blow-counts should be
converted in Appendix A. 29
3. Groundwater level was 30
measured at time of drilling.
31
32
33
34
35
36
37
38
39
40
===============================================================================================================================
</TABLE>
[LOGO] EXPLORATORY BORING LOG
---------------------------------------
KALDVEER ASSOCIATES WESTPORT APARTMENTS
GEOSCIENCE CONSULTANTS Redwood City, California
---------------------------------------
A California Corporation PROJECT NO. DATE BORING
------------------------ NO. K-5
KE675-22 April 1988
<PAGE> 489
[GRAPHIC - DIAGRAM OF WELL]
Figure E4: WELL CONSTRUCTION AND LITHOLOGY FOR WELL P2B
Project No. 1287 LEVINE-FRICK
This diagram shows 3 rectangular shapes to show the depth of a well, and the
variations in clay, silt, sand and gravel materials.
<PAGE> 490
Figure E4: WELL CONSTRUCTION AND LITHOLOGY FOR WELL P2B (Cont'd)
Project No. 1287
This diagram shows 3 rectangular shapes to show the depth of a well, and the
variations in clay, silt, sand and gravel materials.
<PAGE> 491
[GEOMATRIX LOGO]
APPENDIX C
SCHEMATIC OF RECONSTRUCTED CAP
<PAGE> 492
DETAIL A
CLAY LAYER TERMINATION DETAIL
NTS
BOHLEY MALEY ASSOCIATES
[DIAGRAM]
CLAY COMPACTED TO A
MINIMUM OF 90% MAXIMUM DRY DENSITY.
DEPTH AS REQUIRED TO
EXISTING NATIVE BAY MUD
FILL MATERIAL
EX NATIVE BAY MUD
[BOHLEY MALEY ASSOCIATES LOGO]
<PAGE> 493
[GEOMATRIX LOGO]
APPENDIX E
QUALITY ASSURANCE/QUALITY CONTROL PROCEDURES
<PAGE> 494
[GEOMATRIX LOGO]
PROTOCOL
WATER LEVEL, WELL DEPTH, AND FREE PRODUCT MEASUREMENTS
1.0 INTRODUCTION
This protocol describes procedures to be followed during water level, well
depth, and free product measurements. The procedures presented herein are
intended to be of general use and may be supplemented by a work plan and/or
health and safety plan. As the work progresses and if warranted, appropriate
revisions may be made by the project manager. Detailed procedures in this
protocol may be superseded by applicable regulatory requirements.
2.0 WATER LEVEL AND WELL DEPTH MEASUREMENTS
A DAILY FIELD RECORD will be completed for each day of fieldwork, and the
original will be kept in the project files. Water levels will be recorded on a
WATER-LEVEL MONITORING RECORD.
Water level measurements at a site will be taken as quickly as possible, to
best represent the potentiometric surface across the site at a single time. If
pressure is suspected or has developed inside the well casing, the well will be
allowed to stand without a cap for a few minutes or until the water level
stabilizes before taking the water-level measurement. Water-level measurements
will be recorded to the nearest hundredth foot, and well depth measurements
will be noted to the nearest half foot. Equipment placed in the wells for water
level and well depth measurements will be cleaned prior to reuse, as discussed
in Section 5. Care will be taken to not drop any foreign objects into the wells
and to not allow the tape or sounding device to touch the ground around the
well during monitoring.
2.1 WATER LEVEL MEASUREMENTS
Water level measurements will be performed by one of the following methods:
WATER LEVEL, WELL DEPTH, AND FREE PRODUCT MEASUREMENTS Page 1 of 6
REVISION DATE: SEPTEMBER 1995
<PAGE> 495
[GEOMATRIX LOGO]
A. Wetted-tape Method
A steel surveyor's tape will be prepared by coating several feet of the
lower end of the tape with chalk or water-finding paste. A weight is
attached to the lower end of the steel tape to keep it taut. The tape is
lowered into the well until a foot or two of the chalked portion is
submerged.
Tape without weight can be used if the well opening or pump casing
clearance is too small and restricts the passage of the weight. The proper
length to lower the tape may have to be determined experimentally.
Measurement will be done as follows:
1. Lower and hold the tape at an even foot mark at the Measuring Point
(MP) and note this tape reading.
2. Remove the steel tape from the well. Add or subtract the wetted length
from the even foot mark noted in Step 1 as appropriate for your tape,
and record this as water level below MP on the WATER LEVEL MONITORING
RECORD.
B. Electric Sounder Method
An electric sounder consists of a contact electrode that is suspended by an
insulated electric cable from a reel that has an ammeter, a buzzer, a
light, or other closed circuit indicator attached. The indicator shows a
closed circuit and flow of current when the electrode touches the water
surface. Electric sounders will be calibrated by measuring each interval
and remarking them where necessary.
The procedure for measuring water levels with an electric sounder is as
follows:
1. Swith on.
2. Lower the electric sounder cable into the well until the ammeter or
buzzer indicates a closed circuit. Raise and lower the electric cable
slightly until the shortest length of cable that gives the maximum
response on the indicator is found.
3. With the cable in this fixed position, note the length of cable at the
MP.
4. Since the electric cable is graduated in intervals, use a pocket steel
tape measure (graduated in hundredths of a foot) to interpolate
between
WATER LEVEL, WELL DEPTH, AND FREE PRODUCT MEASUREMENTS Page 2 of 6
REVISION DATE: SEPTEMBER 1995
<PAGE> 496
[GEOMATRIX LOGO]
consecutive marks. Care must be taken that the tape measurements
are subtracted from graduated mark footage value when the water
level hold point (determined in Step 3) is below the graduated
mark and added when above the mark. Record the resulting value as
water level below MP on the WATER LEVEL MONITORING RECORD.
2.2 WELL DEPTH MEASUREMENT
Depth of a well will be measured by sounding with a weighted steel surveying
tape or an electric sounding line, weighted when possible. Procedures to be
followed are described below.
A. Measure the distance between the zero mark on the end of the
measuring line and the bottom of the weight.
B. Lower the weighted measuring line into the well until the line becomes
slack or there is noticeable decrease in weight, which indicates the
bottom of the well. Raise the line slowly until it becomes taut (this
may have to be done several times to determine the taut point) and,
with the line in this fixed position, note the reading at the MP. Add
the distance described in Step A to this reading, and record the
resulting value as well depth. This procedure will be performed before
and after initial well development or as necessary to determine well
casing depth.
C. Record the well depth value on a WATER LEVEL MONITORING RECORD.
4.0 FLOATING FREE PRODUCT MEASUREMENT
Floating free product level/thickness measurements will be measured using a
Flexidip interface probe (or other similar interface probe) or using an
electric sounder and a bailer. The electric sounder and bailer method is
limited to measuring product thickness less than the length of the bailer.
Alternatively, if the free product is to be measured is hydrocarbon product,
the thickness is greater than the length of the bailer, and a Flexidip is not
available, a steel surveyor's tape and gasoline or oil finding paste in
combination with water finding paste may be used. All floating free product
level measurements shall be recorded to the nearest hundredth foot. All
equipment placed in the wells for free product level measurement will be
cleaned prior to reuse, as discussed in Section 5.0. Care will be taken
WATER LEVEL, WELL DEPTH, AND FREE PRODUCT MEASUREMENTS Page 3 of 6
REVISION DATE: SEPTEMBER 1995
<PAGE> 497
[GEOMATRIX LOGO]
to not drop any foreign objects into the wells and to not allow the measuring
device to touch the ground around the well during monitoring.
4.1 FLEXIDIP INTERFACE PROBE METHOD
The Flexidip free product-water interface probe consists of a contract
electrode that is suspended by a graduated tape from a reel that has a light
and two-toned audible signals. Audible and visual signals occur when the
electrode touches the free product surface and then the water surface.
The procedure for measuring free product levels using the Flexidip is as
follows:
1. Turn the probe on. A short chirp every 5 seconds signals that
the probe is on.
2. Lower the steel probe cover into the well until the cover sits
on well casing near the measuring point. Make sure WIPER switch
is off.
3. Unlock the reel using the lock screw and lower tape and probe
down into well using reel.
4. When the probe reaches the free product level, the audible
signal will be a continuous tone, and the yellow OIL light will
be illuminated.
5. Lock reel using lock screw, lift up, and read the level from the
tape-viewing window on the side of the steel probe cover.
6. Unlock the reel and slowly lower probe to find the interface
level.
7. When the probe reaches the interface, the audible signal changes
from a continuous tone to an interrupted tone, and the red
INTERFACE light flashes.
8. Lock reel and read level.
9. Turn on WIPER switch and reel up. Always thoroughly clean off
any free product before reeling the tape and probe in.
10. Turn probe off and store in case after cleaning.
11. Replace battery when a continuous chirping sound is heard after
turning on power with the probe in air. Always replace battery
in a gas-free atmosphere.
WATER LEVEL, WELL DEPTH, AND FREE PRODUCT MEASUREMENTS
Revision Date: September 1995
Page 4 of 6
<PAGE> 498
[GEOMATRIX LOGO]
4.2 ELECTRIC SOUNDER AND BAILER METHOD
The procedure for measuring free product using an electric sounder and an
acrylic bailer are as follows:
A. Measure the water level with the electric sounder as described
in Section 2.1
B. Suspend a clean acrylic bailer on a line and slowly lower the
bailer into the well until it partially intersects the
groundwater surface
C. Slowly pull the bailer to the surface
D. Let the bailer stand for several minutes
E. Measure the thickness of the product in the bailer to the
nearest 0.01 foot and record the value on the sampling record.
If the product is less than 0.01 foot thick the amount should be
recorded as less than 0.01 foot. If only a sheen is observed, or
not free product is seen, these observations should be recorded.
4.3 STEEL TAPE AND PASTE METHOD
A. Measure the water level with an electric sounder as described in
Section 2.1
B. Spread a thin layer of gasoline or oil finding paste on one side
of a steel surveyor's tape beginning at the zero foot mark and
extending up the tape about one-foot more than the anticipated
thickness of the free product.
C. Spread a thin film of water finding paste on the opposite side
of the tape beginning at the zero foot mark and extending up the
tape about one-foot
D. Slowly lower the tape into the well until the zero foot mark is
located about six inches below the water level (the tape reading
at the measuring point should be six inches greater than the
actual depth to water). Take care not touch the sides of the
well with the tape.
E. Slowly remove the tape from the well. The pastes will have
changed color upon contact with the water or the free product.
The product thickness is the difference between the tape reading
at the point where water finding paste indicates the water level
to be and the point where the gasoline or oil finding paste
indicates the top of the free product to be.
WATER LEVEL, WELL DEPTH, AND FREE PRODUCT MEASUREMENTS
Revision Date: September 1995
Page 5 of 6
<PAGE> 499
[GEOMATRIX LOGO]
5.0 EQUIPMENT CLEANING
Steel tapes, electric well sounders, and acrylic bailers will be cleaned after
measurements in each well. Cleaning procedures will be as follows:
A. Wipe free product off with disposable towels. Rinse probe or
portion of instrument that was immersed in well water with a
solution of laboratory-grade detergent and potable water.
B. Rinse with potable water.
C. Dry with a clean paper towel
D. The Flexidip may also be cleaned with acetone at this stage.
Solutions resulting from cleaning procedures will be collected and stored for
future disposal by the client in accordance with legal requirements.
Attachments: Figures: Daily Field Record
Water Level Monitoring Record
WATER LEVEL, WELL DEPTH, AND FREE PRODUCT MEASUREMENTS
Revision Date: September 1988
Page 6 of 6
<PAGE> 500
[GEOMATRIX LOGO]
DAILY FIELD RECORD
Page of 1 ____
--------------------------------------------------------------------------------
Project Number: Date:
--------------------------------------------------------------------------------
Project Name: Subject:
--------------------------------------------------------------------------------
Location: Weather
--------------------------------------------------------------------------------
Time of PID Calibration: Time of Health and Safety Meeting:
--------------------------------------------------------------------------------
<TABLE>
<CAPTION>
PERSONNEL: Name Company Time Time
In Out
<S> <C> <C> <C>
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
</TABLE>
PERSONAL SAFETY CHECKLIST
--------------------------------------------------------------------------------
<TABLE>
<S> <C> <C>
Rubber Boots Hard Hat Tyvek Coveralls
--------------------------------------------------------------------------------
Rubber Gloves Safety Goggles 1/2-Mask Respirator
--------------------------------------------------------------------------------
</TABLE>
<TABLE>
<CAPTION>
--------------------------------------------------------------------------------
DRUM I.D. DESCRIPTION OF CONTENTS AND QUANTITY LOCATION
--------------------------------------------------------------------------------
<S> <C> <C>
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
TIME DESCRIPTION OF WORK PERFORMED
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
</TABLE>
<PAGE> 501
[GEOMATRIX LOGO]
DAILY FIELD RECORD (continued)
Page ____ of ____
-------------------------------------------------------------------------------
Project Number: _______________________ Date:_________________
-------------------------------------------------------------------------------
<TABLE>
<CAPTION>
-------------------------------------------------------------------------------
Time Location of Work/Work Performed/Field Equipment Used:/Etc.
<S> <C>
-------------------------------------------------------------------------------
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<PAGE> 502
WATER LEVEL MONITORING RECORD [GEOMATRIX LOGO]
Project: ________________________________________ Project Number _______________
Date: ______________ Recorded by ______________________ Instrument Used ________
Note: For your convenience, the following abbreviations may be used.
P = Pumping I = Inaccessible D = Dedicated Pump
ST = Steel Tape ES = Electric Sounder MP = Measuring Point WL = Water Level
<TABLE>
<CAPTION>
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MP WATER LEVEL WATER LEVEL PREVIOUS
WELL NO. TIME ELEVATION BELOW MP ELEVATION WATER LEVEL REMARKS
(FEET) (FEET) (FEET) BELOW MP
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<S> <C> <C> <C> <C> <C> <C>
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<PAGE> 503
[LOGO]
[GEOMATRIX]
PROTOCOL
SAMPLING OF GROUNDWATER MONITORING WELLS
AND WATER SUPPLY WELLS
1.0 INTRODUCTION
This protocol describes procedures to be followed during collection of field
water quality measurements and groundwater samples for laboratory chemical
analysis from monitoring wells and water supply wells. The laboratory must be
certified by the California Department of Health Services (DHS) or other
appropriate agency for the analyses to be performed.
The procedures presented herein are intended to be of general use, and may be
supplemented by a work plan and/or health and safety plan. As the work
progresses and, if warranted, appropriate revisions may be made by the project
manager. Detailed procedures in this protocol may be superseded or supplemented
by applicable regulatory requirements.
2.0 SAMPLING
2.1 SAMPLE COLLECTION
A. Monitoring Wells
----------------
Methods for purging and sampling monitoring wells with dedicated and
non-dedicated equipment are described in this section. When practical,
the purging and sampling technique adopted for a given site will
remain consistent from one sampling event to the next.
A.1 Purging Monitoring Wells
------------------------
A submersible pump, diaphragm pump, positive displacement pump
which may contain a bladder, or a bailer will be used for
evacuating (purging) the monitoring well casing. If the well is
to be sampled using equipment that must be separately introduced
into the well, the purge intake will be located near the top of
the water column for removal of at least one casing volume to
remove stagnant water above the screened interval in the well
casing. If a bailer is used to purge the monitoring well, it will
be gently lowered into the well to reduce the potential for
SAMPLING OF GROUNDWATER MONITORING WELLS
AND WATER SUPPLY WELLS
REVISION DATE: SEPTEMBER 1995 Page 1 of 9
<PAGE> 504
aeration of water. Purging will progress at a rate intended to minimize
differential drawdown between the interior of the wellscreen and the filter
sand, to limit cascading water along the inside of the well casing.
Procedures for purging slowly recharging wells are discussed in section
A.3.
A minimum of four well casing volumes or one saturated borehole volume,
whichever is greater, will be removed to purge the well prior to collection
of groundwater samples. If the well goes dry before four casing volumes are
removed, the procedure discussed below in Section A.3 will be followed. The
saturated borehole volume is the volume of water in the well casing plus
the volume of water in the filterpack. For a well with a dedicated pump and
packer, a casing volume is defined as the volume of water in the well
casing below the inflated packer.
Periodic observations of turbidity and measurements of temperature, pH, and
specific electrical conductance (SEC) will be made with field equipment
during purging to evaluate whether the water samples are representative of
the target zone. Samples will be collected when: 1) a minimum of four sets
of parameter readings have been taken, and 2) the temperature, pH, and SEC
reach relatively constant values, and the turbidity has stabilized.
A.2 Sampling Monitoring Wells
Clean gloves appropriate for the chemicals of concern will be worn by the
sampler before collecting the sample. Samples will be collected directly in
laboratory prepared bottles from the sampling device.
Each sampling episode will begin with the well having the least suspected
concentrations of target compounds. Successive wells will be sampled in
sequence of increasing suspected concentration.
A Teflon bailer, new disposable bailer, stainless steel positive
displacement Teflon bladder pump with Teflon tubing, or a clean electric
submersible pump with low-flow sampling capacity will be used to collect
the water samples for laboratory chemical analysis.
If a bailer is being used to collect the sample, it will be gently lowered
into the well below the point where the purge device was located. Samples
will collected in the following order: 1) volatile organic compounds; 2)
semi-volatile organic compounds; 3) metals; 4) other analytes.
If a bladder pump or electric submersible pump is being used to sample the
well, the flow rate will be adjusted to less than 500 milliliters per
SAMPLING OF GROUNDWATER MONITORING WELLS Page 2 of 9
AND WATER SUPPLY WELLS
REVISION DATE: SEPTEMBER 1995
<PAGE> 505
minute and will be retained until the discharge line has been
purged and the sample collected.
A.3 Wells With Slow Recharge
Wells that recharge very slowly may be purged dry once,
allowed to recharge, and then sampled as soon as sufficient
water is available. In this case, at least two parameter
readings of field water quality should be taken; one
initially and one after recharge.
A.4 Alternate "Micropurge" Sampling Method
Based on current research, a low-flow rate, reduced purge
method may be used to purge and sample a well with a
dedicated pump (Barcelona et. al., 1994, and Kearl et. al.,
1994). This method may be used if acceptable to local
applicable agencies. This method assumes the water within the
screened interval is not stagnant, and a small change to the
natural flow rate in the screened interval will result in
samples with particulates and colloidal material
representative of groundwater. The pump should be preset in
the screen interval at least 24 hours before the sampling
event. A minimum of two riser pipe volumes should be purged
at a flow rate of approximately 100 milliliters per minute.
Purging should progress until all parameters have reached
relatively constant values, SEC is expected to have the
highest value as an indicator parameter. Dissolved oxygen
readings are also recommended, if practical.
B. Water Supply Wells
Water supply wells will be sampled by purging the wells for a
period of time adequate to purge the pump riser pipe.
Alternatively, if the volume of the riser pipe is unknown, the
pressure tank will be drained until the pump cycles on or the well
may be purged until 3 successive field measurements performed 5 to
10 minutes apart have stabilized. If the well is currently pumping,
the sample cam be taken without purging the well. Water samples
will then be collected from the discharge point nearest the well
head. Samples will be collected directly in laboratory-prepared
bottles.
C. Extraction Wells
Extraction wells will be sampled while extraction is occurring,
from an in-line sampling port after purging the sampling line.
Samples will be collected directly in laboratory-prepared bottles.
SAMPLING OF GROUNDWATER MONITORING WELLS
AND WATER SUPPLY WELLS Page 3 of 9
REVISION DATE: SEPTEMBER 1995
<PAGE> 506
A WELL SAMPLING AND/OR DEVELOPMENT RECORD will be used to record the following
information:
- Sample I.D.
- Duplicate I.D., if applicable
- Date and time sampled.
- name of sample collector.
- Well designation (State well numbering system for water supply
wells, and unique sequential number for other wells).
- Owner's name, or other common designation for water supply
wells.
- Well diameter
- Depth to water on day sampled
- Casing volume on day sampled
- Method of purging (bailing, pumping, etc.).
- Amount of water purged.
- Extraordinary circumstances (if any).
- Results of instrument calibration/standardization and field
measurements (temperature, pH, specific electrical conductance)
and observed relative turbidity.
- Depth from which sample was obtained.
- Number and type of sample container(s).
- Purging pump intake depth.
- Times and volumes corresponding to water quality measurement.
- Purge rate.
2.2 SAMPLE CONTAINERS AND PRESERVATION
Appropriate sample containers and preservatives for the analyses to be
performed will be obtained, precleaned, from the subcontracted analytical
laboratory. Frequently requested analyses and sample handling requirements are
listed in Table 1.
2.3 SAMPLE LABELING
Sample containers will be labeled before or immediately after sampling with
self-adhesive tags having the following information written in waterproof ink:
- Project number.
- Sample I.D. number.
- Date and time sample was collected.
SAMPLING OF GROUNDWATER MONITORING WELLS
AND WATER SUPPLY WELLS
REVISION DATE: SEPTEMBER 1995
Page 4 of 9
<PAGE> 507
- Initials of sample collector.
2.4 QUALITY CONTROL SAMPLES
In order to evaluate the precision and accuracy of analytical data, quality
control samples such as duplicates and blanks will be periodically employed.
These samples will be collected, or prepared and analyzed by the laboratory, as
specified in the project Quality Assurance Project Plan or by the project
manager.
2.5 HANDLING, STORAGE, AND TRANSPORTATION
Efforts will be made to handle, store, and transport supplies and samples
safely. Exposure to dust, direct sunlight, high temperature, adverse weather
conditions, and possible contamination will be avoided. Samples will be placed
in a clean chest, which contains ice or blue ice if cooling is required,
immediately following collection and will be transported to the subcontracted
laboratory as soon as possible, or in accordance with the project QAPP.
3.0 FIELD MEASUREMENTS
Field measurements of temperature, pH, and SEC will be performed on groundwater
samples. Field water quality measurements and instrument calibration details
will be recorded on the WELL SAMPLING AND/OR DEVELOPMENT RECORD. Field
measurements will be made on aliquots of groundwater that will not be submitted
for laboratory analysis.
3.1 TEMPERATURE MEASUREMENT
Temperature measurements will be made with a mercury filled thermometer or an
electronic thermistor, and all measurements will be recorded in degrees Celsius.
SAMPLING OF GROUNDWATER MONITORING WELLS
AND WATER SUPPLY WELLS
REVISION DATE: SEPTEMBER 1995
Page 5 of 9
<PAGE> 508
3.2 pH MEASUREMENT
The pH measurement will be made as soon as possible after collection of the
sample, generally within a few minutes.
The pH meter will be calibrated at the beginning and once during each sampling
day and whenever appropriate, in accordance with the equipment manufacturer's
specifications as outlined in the instruction manual for the specific pH meter
used. Two buffers (either pH-4 and pH-7, or pH-7 and pH-10, whichever most
closely bracket the anticipated range of groundwater conditions) will be used
for instrument calibration.
3.3 SPECIFIC ELECTRICAL CONDUCTANCE MEASUREMENT
SEC will be measured by immersing the conductivity probe directly in the water
source or into an aliquot of water. The probes used should automatically
compensate for the temperature of the sample. Measurements will be reported in
units of micro-Siemens per square centimeter at 25 degrees Celsius.
The SEC meter will be calibrated at the beginning and once during each sampling
day in accordance with the equipment manufacturer's specifications as outlined
in the instruction manual for the SEC meter used. The SEC meter will be
calibrated with the available standardized potassium chloride (KCI) solution
which is closest to the SEC expected in groundwater below the site.
SAMPLING OF GROUNDWATER MONITORING WELLS
AND WATER SUPPLY WELLS
REVISION DATE: SEPTEMBER 1995
Page 6 of 9
<PAGE> 509
4.0 DOCUMENTATION
4.1 FIELD DATA SHEETS
A DAILY FIELD RECORD will be completed for each day of fieldwork. A WELL
SAMPLING AND/OR DEVELOPMENT RECORD will be used to record the information
collected during water quality sampling. Samples may also be recorded on a
SAMPLE CONTROL LOG SHEET or in the DAILY FIELD RECORD as a means of identifying
and tracking the samples. Following completion of sampling and review by the
project manager or task leader, the original records will be placed in the
project file.
4.2 CHAIN-OF-CUSTODY PROCEDURES
After samples have been collected and labeled, they will be maintained under
chain-of-custody procedures. These procedures document the transfer of custody
of samples from the field to the laboratory. Each sample sent to the laboratory
for analysis will be recorded on a CHAIN-OF-CUSTODY RECORD, which will include
instructions to the laboratory on analytical services.
Information contained on the triplicate CHAIN-OF-CUSTODY RECORD will include
the following:
- Project number
- Signature of sampler.
- Date and time sampled.
- Sample I.D.
- Number of sample containers.
- Sample matrix (soil, water, or other).
- Analyses required.
- Remarks, including any preservatives, special conditions, or
specific quality control measures.
- Turnaround time and person to receive lab report.
- Release signature of sampler, and signatures of all people
assuming custody.
- Condition of samples when received by lab.
SAMPLING OF GROUNDWATER MONITORING WELLS
AND WATER SUPPLY WELLS
REVISION DATE: SEPTEMBER 1995
Page 7 of 9
<PAGE> 510
Blank spaces on the CHAIN-OF-CUSTODY RECORD will be crossed out between last
sample number listed and signatures at the bottom of the sheet.
The field sampler will sign the CHAIN-OF-CUSTODY RECORD and will record the
time and date at the time of transfer to the laboratory or to an intermediate
person. A set of signatures is required for each relinquished/reserved transfer
including transfer within. The original imprint of the chain-of-custody record
will accompany the sample containers. A duplicate copy will be placed in the
project file.
If the samples are to be shipped to the laboratory, the original
CHAIN-OF-CUSTODY will be sealed inside the shipping container, and the chest
will be sealed with custody tape. The sample shipping receipt will be retained
in the project files as part of the permanent chain-of-custody document.
5.0 EQUIPMENT CLEANING
Bailers, sampling pumps, purge pumps, and any other non-dedicated purging or
sampling apparatus will be cleaned before and after sampling of each well.
Factory new and sealed disposable bailers may be used for sampling, but may not
be reused. Thermometers, pH electrodes, and conductivity probes that will be
used repeatedly will be cleaned before and after sampling each well and at any
time during sampling if the object comes in contact with foreign matter.
Purged waters and solutions resulting from cleaning of purging or sampling
equipment will be collected and stored for future disposal by the client in
accordance with legal requirements. Disposal of purged water will be arranged
following receipt of laboratory analyses for groundwater samples.
Cleaning of reusable equipment which is not dedicated to a particular well will
consist of the following:
SAMPLING OF GROUNDWATER MONITORING WELLS
AND WATER SUPPLY WELLS
REVISION DATE: SEPTEMBER 1995
Page 8 of 9
<PAGE> 511
[GEOMATRIX LOGO]
o Bailers - the inside and outside of bailers will be cleaned in a solution
of laboratory grade detergent and potable water, followed by a rinse with
deionized (DI) water. They may also be steam cleaned, followed by a DI
rinse. If metals samples are to be collected, the bailer should be rinsed
with a pH2 nitric acid solution before the final DI rinse.
o Purge Pumps - All downhole, reusable portions of purge pumps will be steam
cleaned on the outside. If the pump does not have a backflow check valve,
the inside of the pump and tubing should also be steam cleaned. For purge
pump with a backflow check valve, the interior of the pump and tubing may
be cleaned by pumping a laboratory-grade detergent and potable water
solution through the system followed by a potable water rinse, or by
steam-cleaning.
o Water Quality Meters - All meters will be cleaned by rinsing the probe
portions in DI water, and allowed to air dry.
o Bailer Tripod - The tripod cable will be steam cleaned or rinsed with DI
water.
Sample bottles and bottle caps will be cleaned by the subcontracted laboratory
using standard EPA-approved protocols. Sample bottles and bottle caps will be
protected from contact with solvents, dust, or other contamination between time
of receipt by and time of actual usage at the sampling site. Sample bottles
will not be reused.
Attachments: Table: Water and Soil Analytical Methods and Handling
Figures: Well Sampling And/Or Development Record
Daily Field Record
Chain-of-Custody Record
Sample Control Log Sheet
SAMPLING OF GROUNDWATER MONITORING WELLS Page 9 of 9
AND WATER SUPPLY WELLS
REVISION DATE: SEPTEMBER 1995 MW-9
<PAGE> 512
TABLE 1
WATER AND SOIL ANALYTICAL METHODS AND SAMPLE HANDLING
<TABLE>
<CAPTION>
Maximum
Parameter Method Containers(1) Preservation(1) Holding Time(1)
--------- ------ ------------- --------------- ---------------
<S> <C> <C> <C> <C>
Total Petroleum Hydrocarbons:
as diesel GCFID (3550)(2) 2 - 1 liter amber glass cool on ice 14 days
as gasoline GCFID (5030)(2) 2 - 40 ml VOA glass HCL to pH2: cool on ice 14 days
Benzene, Toulene, Xylene,
and Ethylbenzene EPA 8020 (soil)
EPA 602 (water) 2 - 40 ml VOA glass HCL to pH2: cool on ice 14 days (unacidified,
7 days)
Oil and Grease 5520 D & E (soil)
5520 A & E (water) 2 - 1 liter amber glass H(2)SO(4) to pH<2: 28 days
cool on ice
Volatile Organics EPA 8010 2 - 40 ml VOA glass cool on ice(3) 14 days
EPA 8240(4) 2 - 40 ml VOA glass HCL to pH 2: cool on ice 14 days
Semi-volatile Organics EPA 8270 2 - 1 liter amber glass cool on ice 7 days for extraction
40 days for analysis
Metals (dissolved) EPA 7000 series 1 - 500 ml plastic Field filtration (0.45 6 months, except:
for specific metal micron filter): field Hg - 28 day
acidify to pH 2 with HNO(3) CR(16) - 24 hrs
except:
Cr(16) - Cool on ice
</TABLE>
Notes:
(1) All soil should be collected in full, clean brass liners, capped with foil
and plastic caps, and sealed with tape. If soil samples are to be analyzed
for metals they may be placed in clean glass jars. Soil should be cooled
as indicated under "preservation" and maximum holding times apply to both
soil and water.
(2) DHS recommended procedure as presented in LUFT manual using gas
chromatography with a flame ionization detector.
(3) If EPA methods 8010 and 8020 are to be run in sequence, HCL may be added.
Check with the project manager before adding acid.
(4) Chloroethylvinylether may be detected at concentrations below 50 parts per
billion due to degradation of HCL.
References:
U.S. EPA, 1986, Test Methods for Evaluating Solid Waste - Physical/Chemical
Methods - SW-846, Third Edition, July, and final amendments.
State Water Resources Control Board, 1989, Leaking Underground Fuel Tank (LUFT)
Field Manual, Tables 3-3 and 3-4, October.
Regional Water Quality Control Boards, North Coast, San Francisco Bay, and
Central Valley Regions, 1990, Regional Board Staff Recommendations for Initial
Evaluation and Investigation of Underground Tanks, 10 August.
<PAGE> 513
<TABLE>
<S> <C>
[GEOMATRIX LOGO] GEOMATRIX CONSULTANTS
100 Pine Street, 10th Floor WELL SAMPLING
San Francisco, California 94111 AND/OR DEVELOPMENT RECORD
415 434 9400
--------------------------------------------------------------------------------------------------------------
Well ID: __________________________________________ Initial Depth to Water: _________________________________
Sample ID: _____________ Duplicate ID: ____________ Depth to Water after Purging: ___________________________
Sample Depth: _____________________________________ Total Depth of Well: ____________________________________
Project and Task No.: _____________________________ Well Diameter: __________________________________________
Project Name: _____________________________________ 1 Casing/Borehole Volume = ______________________________
(Circle one)
Date: _____________________________________________
Sampled By: _______________________________________ 4 Casing/Borehole Volumes = _____________________________
(Circle one)
Method of Purging: ________________________________
Total Casing/Borehole
Method of Sampling: _______________________________ Volumes Removed: ________________________________________
--------------------------------------------------------------------------------------------------------------
SPECIFIC
CUM. ELECTRICAL
INTAKE RATE VOL. TEMP. pH CONDUCTANCE REMARKS
TIME DEPTH (gpm) (gal.) (DEGREES C) (UNITS) ((MU)mhos/cm) (COLOR, TURBIDITY, AND SEDIMENT)
--------------------------------------------------------------------------------------------------------------
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pH CALIBRATION (CHOOSE TWO) Model or Unit No.:
---------------------------------------------------------------
Buffer Solution pH 4.0 pH 7.0 pH 10.0
---------------------------------------------------------------
Temperature Degrees C
---------------------------------------------------------------
Instrument Reading
--------------------------------------------------------------------------------------------------------------
SPECIFIC ELECTRICAL CONDUCTANCE - CALIBRATION Model or Unit No.:
---------------------------------------------------------------
KCL Solution ((MU)S/cm)
---------------------------------------------------------------
Temperature Degrees C
---------------------------------------------------------------
Instrument Reading
--------------------------------------------------------------------------------------------------------------
Notes: _______________________________________________________________________________________________________
______________________________________________________________________________________________________________
______________________________________________________________________________________________________________
______________________________________________________________________________________________________________
______________________________________________________________________________________________________________
______________________________________________________________________________________________________________
______________________________________________________________________________________________________________
Forms (PF).0003 (revised 8/95)
</TABLE>
<PAGE> 514
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DAILY FIELD RECORD [GEOMATRIX LOGO]
Page 1 of ____________
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Project Number: Date:
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Location: Weather
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Time of PID Calibration Time of Health and Safety Meeting:
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IN OUT
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PERSONAL SAFETY CHECKLIST
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<TABLE>
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Rubber Boots Hard Hat Tyvek Coveralls
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Rubber Gloves Safety Goggles 1/2-Mask Respirator
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TIME DESCRIPTION OF WORK PERFORMED
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DAILY FIELD RECORD (continued)
Page ____ of ____
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CHAIN OF CUSTODY RECORD No. Date: Page of
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<S> <C> <C> <C>
Project No.: ANALYSES REMARKS
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EPA EPA EPA EPA TPH TPH TPH Soil(S) Number
Method Method Method Method as as as or of
Samplers (Signatures): 8010 8020 8240 8270 gasoline diesel BTEX Cooled Water(W) Acidified Containers Additional Comments
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Date Time Sample Number
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Turnaround time: Results to: Total No. of containers:
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Relinquished by: Date: Relinquished by: Date: Relinquished by: Date: Method of Shipment:
----------------------- ------------------------ ------------------------ ------------------------
Signature: Signature: Signature: Laboratory Comments and
Log No.:
----------------------- ------------------------ ------------------------
Printed Name: Printed Name: Printed Name:
----------------------- ------------------------ ------------------------
Company: Company: Company:
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Received by: Time: Received by: Time: Received by: Time:
----------------------- ------------------------ ------------------------
Signature: Signature: Signature:
----------------------- ------------------------ ------------------------ -----------------------------------
Printed Name: Printed Name: Printed Name: [LOGO] GEOMATRIX CONSULTANTS
100 Pine Street, 10th Floor
----------------------- ------------------------ ------------------------ San Francisco, CA 94111
Company: Company: Company: 415 434 9400
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</TABLE>
<PAGE> 517
SAMPLE CONTROL LOG [GEOMATRIX LOGO]
Project: __________________________________
Project and Task No.: _____________________ Page ___ of ___
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<TABLE>
<CAPTION>
Sample Sample Location, Handling Notes, Date
Sampling Sampling Number C.O.C. Analyses Chain-of-Custody Remarks, et. Sent to
Date Time (ID) Number Requested (Duplicate, blank Info, etc.) Lab Laboratory
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