HomeMy WebLinkAbout0850-72_Baseline Avenue/Almeria Avenue - Sewer Project_4.4City of Fontana
C ALIFORNIA
May 4, 1993
Mr. Robert J. Johnson, P.E.
C.H.J., Incorporated
P.O. Box 231
Colton, CA 92324-0231
RE: Baseline/Almeria Sewer Project
Executed Contract for Geotechnical Services
Dear Mr. Johnson:
Enclosed for your records is a fully executed copy of the Contract Documents for the
Geotechnical Engineering Services for the Baseline Avenue and Almeria Avenue Trunk
Sewer System.
If you have any questions please call the undersigned at (909) 350-6645.
Sincerely,
COMMUNITY DEVELOPMENT DEPARTMENT
Engineering Division
Yousuf Patanwala
Associate Engineer/Special Projects
Enclosure
c:\yousuf\leters93\excntgeo.bsl
8353 SIERRA AVENUE (P.O. BOX 518) • FONTANA, CALIFORNIA 92334-0518 • (714) 350-7600
SISTER CITY- KAMLOOPS, B.C. CANADA
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PAYMENT/CONTRACT EXECUTION REQUEST
TO: JAY M. COREY, CITY MANAGER
FROM: BOB WEDDLE, CITY ENGINEER .1
DATE: MARCH 12, 1993
SUBJECT: CONSULTANT CONTRACT - BASELINE/ALMMIA SEWER PROJECT
BRIEF BACKGROUND/SUMMARY:
THE BASELINE/ALMERIA SEWt:R PROJECT HAS BEEN AWARDED BY COUNCIL ON MARC-I 2, 1993. THE
CONSTRUCTION CONTRACTS ARE BEING ROUTED FOR SIGNATURE BY SEPARATE MEMORANDUM.
THIS PROJECT REQUIRES THE SERVICES OF A SURVEYOR AND A GEOTECHNCIAL ENGINEER. THE
SURVEYOR IS ALRADY ON CONTRACT (PFEIFER AND ASSOCIATES) TO DO THE CITRUS STORM DRAIN AND
BASELINE/ALMERIA CONSTRUCTION SURVEYING. THIS IS FOR GEOTECHNICAL ENGINEERING
SERVICES.
WHILE PROCESSING THE CONTRACT FOR THE GEOTECHNCIAL CONSULTANT, THE CONTRACT DOCUMENTS
WERE LOST AND THE ATTACHED IS THE NEW CONTRACTS TO PROCESS FOR SIGNATURE.
BY MEMORANDUM ATTACHED (7/24/92) PURCHASING HAS INDICATED THE: FIRMS SELECTED
FOR OUR THREE MAJOR PROJECTS . CHJ WAS SFT E(:1'bL) FOR THIS PROJECT.
Vendor/Contract Name: CHJ INCORPORA'1')
Contract Value $ 17,551
Document Authority from City Council:
[ ] Yes Vx] No CITY MANAGER CONTRACT
Budgeted: 071-7243 (OLD) [x4 Yes [ ] No
53720-53011403 (NEW) [ ] One -Time Cost [ ] Recurring
Consistent with Purchasing Procedures: [x Yes [ ] No
If not consistent, explain: SEE ATTACHED 7/24/92 PURCHASING CONCURRENCE
STAFF APPROVAL:
DEPARTMENT HEAD APPROVAL:
DATE: `3/'•�4ss
DATE: 3- S'•
)
ITY MANAGER FINAL APPROVAL: _ DATE:
Attachment: City Council Minutes and/or Page from Approved Budget Pol Yes [ ] No
Other [ ]
CITY OF FONTANA
California
MEMORANDUM
TO: CLIFF STEWART, CENTRAL SERVICES MANAGER
FROM: BOB MEDDLE, CITY ENGINEER
RE: GEOTECINICAL SERVICES
DATE: JULY 24, 1992
As we discussed when we reviewed the ranking of the engineering firms
proposing on the four projects, staff contacted CHJ, the third ranked firm,
as to their low fee. They indicated that their estimate of hours was based
on their understanding of the project; however, in a practical sense, they
believe the soils technician will have to be in the field a substantially
longer period of time and real costs will be much higher.
Therefore, on a qualifications based selections process, the firms of GPI,
Leighton Associates and CHJ were the top ranked firms and it is proposed to
spread the work out between the three firms in lieu of having only one firm
with the total amount of work.
1. GPI: Cypress Sewer Construction Services
2. Leighton Associates: Citrus Storm Drain
a. Design Report
b. Construction Services
3. CHJ: Baseline/Almeria Sewer Construction Svs.
Proposed Fee
$43,720
$10,370
$16,381
$ 5,109(a)
(a) Fee needs to be adjusted up for anticipated additional hours for full
time soils technician presence as was required in Highland Haven project
Final fee will probably be around $10400:
If you concur with this methodology, please advise as staff needs to process
the consultant services agreements as soon as possible. In summary, the top
ranked firm is recommended for the largest project, the second for the next
and so on
CONC
iff Stewart
Central` Services Manager
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CITY OF-FONTANA 1992-93 ADOPTED BUDGET BY PROGRAM
SEWER IMPROVEMENT FUND (071)
EXPENSE CATEGORY
1992-93 1992.93 1992-93 1992-93 1992-93 1992-5
071-7244 071-3920 071-7218 071-7230 071.7239 071-724:
PRE -TREAT ADMIN FTNL/BEECH NSTR SWR PLN TREE REPLC BSLN/ALMERIA
PERSONAL SERVICES S51,321 $21,889 84,782 $7,884 $5,265 S37,957
OPERATING EXPENDITURES 5,000 6,940 0 0_ 0 300
CONTRACTUAL SERVICES 4,200,000 5,000 10,000 20,000 5,000 875,129
INTERNAL SERVICE CHARGES 7,196 0 0 0 0 0,
CAPITAL EXPENDITURES 0 0 0 0 0 0
OPERATING TRANSFER 0 0 0 0 0 0
TOTAL BY CATEGORY
$4,263,317 S33,829 $14,782 S27.,884 S10,265 S913,386
0.80 0.30 0.09 0.120 0.09 0.58
PERSONNEL BY OBJECT
1100 FULL -TINE EMPLOYEES 37,561 15,945 3,406 5,754 3,806 27,449
1155 ANNUAL LEAVE PAYOFF 1,728 733 1S7 26.5 175 1,263
1200 PART-TIME EMPLOYEES
1300 OVERTIME
1400 SPECIAL DUTY PAY
1600 INCENTIVE PAY
1800 POLICE UNIFORM ALLOWANCE
1900 AUTO ALLOWANCE
1902 PERS RETIREMENT 6,056 2,552 SS8
1905 CAFETERIA BENEFIT PLAN 4,868 2,124 548
1908 FICA HOSPITALIZATION 526 291 48
1909 WORKERS' COMPENSATION 582 218 65
1910 UNEMPLOYMENT INSURANCE 0
TOTAL PERSONNEL
0
0
0
0 26 208
0
0
927
760
87
618, 4,424
548 3,8c.
53
65 4ca.
51,321 21,889 4,782 7,884 5,265 37,957
OPERATING EXPENSES BY OBJECT
2000 DEPARTMENTAL. EXPENSES 5,000 2,625
2100 UNIFORM SUPPLIES 0
2200 ADVERTISING 0 300
2300 COMMUNICATIONS 0 1,360
2400 UTILITIES 0
2500 RENTS $ LEASES 0 759
2610 AUTOMOTIVE PARTS 0
2611 FUEL AND OIL 0
2612 TIRES AID TINES 0
2800 EQUIPMENT MAINTENANCE 0 300
3000 INSURNCE SETTLEMENTS 0
3100 MEMBERSHIPS i DUES 0
3200 CONFERENCES, TRAINING, MEETINGS 0
3210 ORGANIZATIONAL TRAINING 0
3400. MISCELLANEOUS EXPENSES 0
3450 DEPRECIATION - 0
3500 EMPLOYEE EDUCATION REINS 0 600
3600 INTEREST EXPENSE 0
300
• •
CITY OF FONTANA 1992-93 ADOPTED BUDGET BY PROGRAM
SEWER IMPROVEMENT FUND (071)
EXPENSE CATEGORY
1992-93 1992-93 1992-93 1992-93 1992-93 1992-93
071-7244 071-3920 071-7218 071-7230 071-7239 071-7243
PRE -TREAT ADMIN FTHL/BEECH MSTR SWR PLN TREE REPLC BSLN/ALMERIA - gE,“-
3700 PRINCIPAL PAYMENT 0
3800 POSTAGE COSTS 0
3801 PHOTOCOPY COSTS 0
3802 DENTAL COSTS 0
3803 OFFICE SUPPLIES 0
3900 EQUIP/FURNITURE < $500/UNIT 0 996
TOTAL OPERATING EXPENSES
5,000 6,940 0 0 0 300
CONTRACTED PROFESSIONAL SERVICES
4000 LEGAL SERVICES 50,000 5,000 10,000
4100 ACCOUNTING & AUDITING SERVICES 50,000
4200 ENGINEERING SERVICES 4,050,000 20,000 68,000 4
4210 PLAN CHECK SERVICES 0
4220 INSPECTION SERVICES 0
4300 CONSTRUCTION COSTS 0 5,000 807,129 ` ,
4600 OTHER PROFESSIONAL SERVICES 50,000
TOTAL CONTRACTED PROF SERVICES 4,200,000 5,000
INTERNAL SERVICE CHARGES BY OBJECT
2600 VEHICLE MAINTENANCE 0
2700 ,DATA PROCESSING CHARGE 0
3000 RISK LIABILITY 7,196
10,000 20,000
5,000 875,129
TOTAL INTERNAL SERVICE CHARGES 7,196 0 0 0 0 0
CAPITAL OUTLAY BY OBJECT
5100 VEHICLES & ROLLING STOOK 0
5200 MAINTENANCE & TESTING EQUIPMENT 0
5300 OFFICE EQUIPMENT & FURNITURE 0
5400 LAND S BUILDINGS 0
6080 PROJECT INNOVEMENTS 0
6090 DISPOSAL COSTS 0
6120 COST OF ISSUANCE 0
TOTAL CAPITAL OUTLAY 0 0 0 0 0
OPERATING TRANSFER
TOTAL BY OBJECT 4,263,517
33,829 14,782 27,884 10,265 913,386
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CONSULTANT SERVICES AGREEMENT
THIS AGREEMENT is made this day of , 1993, by
and between the CITY OF FONTANA, a municipal corporation of the State
of California, (hereinafter "City") and CHJ. Incorporated.
(hereinafter "Consultant").
WHEREAS, the principal members of Consultant Robert J.
Johnson. P.E.. Senior Vice President. and
WHEREAS, City desires to engage Consultant to provide
consulting engineering services for the Baseline/Almeria Sewer Project
for geotechnical materials testing and reports.
NOW, THEREFORE, CITY AND CONSULTANT MUTUALLY AGREE THAT:
SECTION I
SERVICES OF THE CONSULTANT
General Description of Services. Consultant shall perform
the tasks set forth in Exhibit "A" attached hereto and made a part
hereof so as to fully and adequately complete their project described
herein.
SECTION II
RESPONSIBILITIES OF CONSULTANT
1. Personnel. All the work shall be performed by
Consultant or under its supervision. The Consultant represents that it
possesses the professional and technical personnel required to perform
the services required by this Agreement. City retains Consultant on an
independent contractor basis and Consultant, shall not be considered to
be an employee of the City. The personnel performing the services°
under this Agreement on behalf of Consultant shall at all times be
under Consultant's exclusive direction and control. Consultant shall
pay all wages, salaries, and other amounts due such personnel in
connection with their performance of services under this Agreement and
as required by law, shall be responsible for all reports and
obligations respecting them, including but not limited to, Social
Security taxes, income tax withholding, unemployment insurance, and
workers' compensation insurance.
2. Cooperation. Consultant shall work closely and
cooperate fully with City's designated Project Administrator, and any
other agencies which may have jurisdiction over or interest in the work
to be performed.
3. Project Manager. The Consultant shall assign the
project to a Project Manager, who shall coordinate all phases of the
project. This Project Manager shall be available to the City at all
times. The Consultant has designated Donald M. Mathews, P.E., to be
its Project Manager.
4. AC Performance. The task tdie performed by
Consultant under and pursuant to this Agreement shall be completed
within 120 days from the date of the Consultants receipt of written
authorization to proceed from the City. Consultant shall receive no
'additional compensation if completion of its obligation under this
Agreement requires a time greater than as set forth herein unless such
extension is caused solely by the conduct of the City. Each party
hereby agrees to provide timely notice to the other of any violation
occurring under this section and the cause thereof.
5. Report Materials. At the completion of this project,
Consultant shall deliver to City all documents, data, studies, surveys,
drawings, maps, models, photographs, and reports prepared by Consultant
under this Agreement. Said documents shall be considered the property
of City upon payment for services performed by Consultant.
6. City Policy. Consultant will discuss and review all
matters relating to policy and project direction with the Project
Administrator in advance of all critical decision points in order to
ensure that the project proceeds in a manner consistent with City goals
and policies.
7. Conformance to Applicable Requirements. All work
prepared by Consultant shall conform to applicable city, county, state,
and federal requirements and be subject to approval of the Project
Administrator and City Council.
8. Indemnification. Consultant agrees to indemnify, save,
and hold harmless City, its officers, agents, and employees from and
against all liability, claims, damages, losses, and expenses for
damages of any nature whatsoever including, but not limited to, bodily
injury, death, personal injury, property damages, and attorneys' fees,
directly arising from any and all negligent actions of Consultant, its
employees, agents, or subcontractors pursuant to this Agreement.
9. Standard of Care; Licenses. Consultant represents and
agrees that all personnel engaged in performing services are and shall
be fully qualified and are authorized or permitted under state and
local law to perform such services. Consultant shall perform the
services under this Agreement in a skillful and competent manner.
Consultant shall be responsible to City for any errors or omissions in
the execution of this Agreement arising from Consultant's actions.
Consultant represents and warrants to City that it has all licenses,
permits, qualifications, and approvals required ofits profession.
Consultant further represents and warrants that it shall keep in
effect all such licenses, permits, and other approvals during the term
of this Agreement.
10. Insurance. Without limiting Consultant's
indemnification of City, Consultant shall obtain and provide and
maintain at its own expense during the term of this Agreement a policy
or policies of liability insurance of the type and amounts described
below and satisfactory to the City Attorney. Such policies shall be
signed by a person authorized by that insurer to bind coverage on its
behalf and must be filed with City prior to exercising any right or
performing any work pursuant to this Agreement. Said policies shall
' add as insured City•ts elected officials, officers,d employees for
all liability arising from Consultant's services as described herein.
A. Prior to the commencement of any services
hereunder, Consultant shall provide to City certificates of insurance
"with original endorsements, and copies of policies, if requested by
City, of the following insurance, with Best's Class B or better
carriers:
(1) Worker's compensation insurance coverage as
required by the laws of the State of California;
(2) Commercial general liability insurance
covering third party liability risks, including without
limitation contractual liability, in a minimum amount of
$1 million combined single limit per occurrence for
bodily injury, personal injury, and property damage.
If commercial general liability insurance or other form
with a general aggregate limit is used, either the
general aggregate shall apply separately to this
project, or the general aggregate limit shall be twice
the occurrence limit;
(3) Commercial auto liability and property
insurance covering any owned and rented vehicles of
Consultant in a minimum amount of $1 million combined
single limit per accident for bodily injury and property
damage.
B. Said policy or policies shall be endorsed to state
that coverage shall not be cancelled by either party except after
thirty (30) days prior notice has been given in writing to City.
Further, Consultant shall give City written notice thirty (30) days
prior to suspension, voiding, or reduction in coverage or in limits.
Consultant shall give to City prompt and timely notice of claim made or
suit instituted arising out of Consultant's operation hereunder..
Consultant shall also procure and maintain, at its own cost and
expense, any additional kinds of insurance, which in its own judgement
may be necessary for its proper protection and prosecution of the work.
C. Consultant shall include subcontracting
consultants, if any, as insureds under its policies or shall furnish
separate certificates and endorsements for each subcontractor. All
coverage for each subcontractor shall be subject to the requirements
stated herein.
D. All insurance obtained by Consultant hereunder
shall be primary. Notwithstanding any insurance which may otherwise be
obtained by City.
11. Prohibition Against Transfers.
A. Consultant shall not assign, sublease,
hypothecate, or transfer this Agreement, or any interest therein,
directly or indirectly by operation of law without the prior written
consent of the City. Any attempt to do so without said consent shall
be null and void, Sd any assignee, sublessee,pothecatee or
transferee shall acquire no right or interest by reason of such
attempted assignment, hypothecation, or transfer.
B. The sale, assignment, transfer, or other
disposition of any of the issued and outstanding capital stock of
Consultant, or of the interest of any general partner or joint venturer
or syndicate member, or co -tenant if Consultant is a partnership or a
joint venture or .a syndicate or a co -tenancy, which shall result in
changing the control of Consultant, shall be construed as an assignment
of this Agreement. Control means fifty percent (50%) or more of voting
power of the corporation.
12. Progress. Consultant is responsible to keep the
Project Administrator and/or his/her duly authorized designee informed
on a regular basis regarding the status and progress of the work,
activities performed and planned, and any meetings that have been
scheduled or are desired.
13. Confidentiality. No news releases, including
photographs, public announcements, or confirmations of the same, of any
part of the subject matter of this Agreement or any phase of any
program hereunder shall be made without prior written approval of
City. The information which results from the services in this
Agreement is to be kept confidential unless the release of information
is authorized by City.
SECTION III
RESPONSIBILITIES OF CITY
1. Cooperation. City agrees to cooperate with the
Consultant on the project.
2. City's Responsibilities. City shall furnish to
Consultant base maps, existing studies, ordinances, data, and other
existing information as shall be determined by Consultant and materials.
in City's possession necessary for Consultant to complete the work
contemplated by this Agreement. City further agrees to provide all
such materials in a timely manner so as not to cause delays in
Consultant's work schedule.
3. Administration. This Agreement will be administered by
the City Manager's Office. The City Engineer or his/her designee shall
beconsidered the Project Administrator and shall have the authority to
act for the City under this Agreement. The City Manager or his/her
authorized representative shall represent the City in all matters
pertaining to the services to be rendered pursuant to this Agreement.
SECTION IY
FEES AND PAYMENTS
1. Compensation. Except as provided in this section,
Consultant shall receive as compensation for all services rendered
under this Agreement an amount not to exceed S17.551.00 and at the
rates set forth in Exhibit "B". The total project cost shall not
exceed this amount unless additional work is authorized in writing by
the.City. City shall•t be required to pay any amo• in excess of
this sum whether for copying costs, incidental, direct, or indirect
costs, or any type incurred by Consultant. This section shall not
limit the ability of the parties to amend this Agreement to provide for
extra work.
2. Extra Work. Consultant shall receive compensation for
extra work authorized by City in an amount as specified by the parties
at the time such authorization is given. All extra work must be
authorized in writing by the Project Administrator and Consultant shall
not be entitled to extra compensation without such authorization.
3. Reimbursement for Expenses. .Consultant shall not be
reimbursed for any expenses unless authorized by the City.
4. Monthly Invoices. Consultant shall submit invoices to
the City on a monthly basis in accordance with Consultant's schedule of
fees contained in Exhibit "B" hereof. Each invoice shall be itemized.
Each invoice shall show the number of hours per person/consultant and
the nature of the work performed.
5. Payment of Compensation. City shall make payments to
Consultant within thirty (30) days of receiving said statement unless
City disputes the amount Consultant claims is owed under this
Agreement.
6. Withholdings. City may withhold payment of any disputed
sums until satisfaction of the disputed withholding shall not be deemed
to constitute a failure to pay according to the terms of this
Agreement. Consultant shall not discontinue its work for a period of
thirty (30) days from the date of withholding as a result of such
withholding. Consultant shall have an immediate right to appeal to the
Mayor and City Council with respect to such disputed sums. The
determination of the Mayor and City Council with respect to such
matters shall be final. Consultant shall be entitled to receive
interest on any withheld sums at the rate of seven percent (7%) per
annum from the date of the withholding of any amounts found to have
been improperly withheld.
7. 10% Withholding. City may withhold an amount
equivalent to ten percent (10%) of the total compensation provided
herein, to be released to Consultant upon final adoption of the project
by the Mayor and City Council. The City reserves the right to refuse
to pay all billings requesting amounts in excess of 90% of the total
compensation provided herein until the project is completed and adopted
as specified above.
SECTION V
ACCOUNTING RECORDS
Consultant shall keep records and invoices in connection with
its work to be performed under this Agreement. Consultant shall
maintain complete and accurate records with respect to the costs
incurred under this Agreement. All such records shall be clearly
identifiable. Consultant shall allow a representative of City during
normal business hours to examine, audit, and make transcripts or copies
of such records. Conliltant shall allow inspection ofl work, data,
documents, proceedings, and activities related to the Agreement for a
period of three (3) years from the date of final payment under this
Agreement.
SECTION VI
GENERAL PROVISIONS
1. Termination.
A. City may, by written notice to Consultant,
terminate this Agreement at any time and without cause by giving
written notice to Consultant of such termination, and specifying the
effective date thereof, at least seven (7) kdays before the effective
date of such termination. In the event of termination without cause,
Consultant shall be compensated for the work performed up to the date
of termination. Payment for work completed under the Agreement to date
of termination shall be made strictly on the basis of the percent of
services completed under, the terms of this Agreement. The percent of
work completed to date of termination shall be the percent of the total
compensation under this Agreement which shall be paid to Consultant.
The City Manager shall determine the percent of work completed at the
date of termination. In no event may total payment upon termination
exceed S17.551.00. Consultant shall be entitled to no further
compensation after termination. Consultant may not terminate this
Agreement except for cause.
B. In the event this Agreement is terminated, as
provided in paragraph A of this section, City may procure from any
person or entity upon such terms, and in such manner as it may
determine appropriate, services similar to those terminated.
C. If this Agreement is terminated as provided in
paragraph A of this section, Consultant shall provide to City upon
request by City all finished or unfinished documents, data, studies,
drawings, maps, photographs, reports, etc., prepared by Consultant for
the project as such time as final payment is made pursuant to paragraph
A of this section.
D. Consultant further covenants to give its good faith
cooperation in the transfer of the work to any other consultant
employed by City following termination hereunder, and to participate in
a maximum of two meetings at no cost to City as shall be deemed
necessary by the City Manager to effectively accomplish its transfer.
2. Notices. Any notice required or desired to be given
pursuant to this Agreement shall be given in writing, and sent by
certified mail, return receipt requested, addressed as follows:
City
Jay M. Corey
City Manager
City of Fontana
8353 Sierra Avenue
Fontana, Ca. 92335
(714) 350-7654
Consultant
Mr. Robert J. Johnson, P.E.
Senior Vice President
CHJ, Incorporated
1335 East Cooley Drive
Colton, CA 92324
(714) 824-7210
S
Any notice so given shall be considered served, on the
other party three (3) days after deposit in the U.S. mail, first class
,,,postage prepaid, and addressed to the party at its applicable address.
The address for notice may be changed by giving notice
pursuant to this paragraph.
3. Litigation. Should litigation be necessary to enforce
any term or provision of this Agreement, or to collect any portion of
the amount payable under this Agreement, then all litigation and
collection expenses, witness fees, expert fees, court costs, and
attorney fees incurred by the prevailing party shall be paid by the
losing party to the prevailing party.
4. Entire Agreement. This Agreement contains the entire
agreement between City and Consultant with respect to the subject
matter hereof and supersedes all prior negotiations, understandings, or
agreements. This Agreement may only be modified by a writing signed by
both parties.
5. Enforcement. This Agreement shall be construed and
enforced in accordance with the laws of the State of California.
6. Nondiscrimination by Consultant. Consultant represents
and agrees that Consultant, its affiliates, subsidiaries, or holding
companies do not and will not discriminate against any subcontractor,
consultant, employee, or applicant for employment because of race,
religion, color, sex, handicap, or national origin. Such
nondiscrimination shall include, but not be limited to, the following:
employment, upgrading, demotion, transfers, recruitment, recruitment
advertising, layoff, termination, rates of pay or other forms of
compensation, and selection for training, including apprenticeship.
7. City's Rights to Employ Other Consultants. City
reserves the right to employ other consultants in connection with this
project.
8. Conflicts of Interest.
A. Consultant or its employees may be subject to the
provisions of the California Political Reform Act of 1974 (the "Act"),
which (1) requires such persons to disclose financial interest that may
foreseeably be materially affected by the work performed under this
Agreement, and (2) prohibits such persons from making, or participating
in making, decisions that will foreseeably financially affect such
interest.
B. If subject to the Act, Consultant shall conform to
all requirements of the Act. Failure to do so constitutes a material
breach and is grounds for termination of this Agreement by City.
SECTION VII
SUBCONTRACTING
1. Consultant shall not subcontract any portion of the
services required by this Agreement, except as expressly stated herein,
without prior approval of City.
2. Subcontracts, if any, shall contain a provision making
them subject to all provisions stipulated in this Agreement.
IN WITNESS WHEREOF, the parties hereto have accepted and made
and executed this Agreement upon the terms, conditions, and provisions
above stated, on the day and year first above written.
CITY OF FONTANA
A Municipal Corporation
•
y M. rey
City r ager
ATTEST:
Kathy Mo oya
City Clerk
APPROVED AS TO LEGAL FORM:
Cl aril Al sop or
Stephen P. Deitsch
City ttorney
Ke - Jes
Acting
Robe Graham
Risk Management
ment Director
CHJ Incorporated
ROB EFII' J. JOHNSON
SENIOR VICE PRESI
* Notary
*Notarization of signature is
required for development, sub-
division tract, landscape
maintenance, and storm drain
fee agreement; alldeeds,
certificates of participation
and •mpi annc a, and allother
requirey state law.
•
EXHIBIT "A"
SCOPE OF SERVICES
Pipe Zone
Backfill
Backfill
Subgrade
b.
the City of Fontana plans to bid this summer or fall the Baseline/Almeria
Sewer Project and requires the services of an engineering geotechnical
consulting firm to provide construction materials testing (see attached
projectvicinity map)
A. General Services
1. Provision of Geotechnical Services During Construction
This proposal shall be based on tests being scheduled within
24 hours of the Inspector's request for tests. Results of
these tests shall then be made available immediately in the
field, followed by reports within 48 hours.
In place soil densities shall be determined by the sand cone
method of test in accordance with ASTM Standard D-1556-64,
or by the nuclear method of test in accordance with ASTM
Standard D-2922-071.
Optimum soil moisture density relations shall be determined
by the method of test specified in ASTM Standard
D-1577-78. R-Value shall be determined by the
stabilometer test (Test Method No. Calif. 301).
The proposal shall be based on the following qualities of
work or materials stated below.
a. The following minimum tests at 300' intervals (except
as noted on Project Specific Scope of Services) and
upon 20% of estimated laterals.
-Bedding (where applicable)
-Bottom half of trench above Pipe Zone
-Top half of trench above Pipe Zone
-At finish subgrade plus R-Value 1500' to
2000' intervals). Include analysis and
recommendation for structural section of
A.C. pavement where applicable (number
of tests is Project specific)
Optimum Soil Moisture Density Test
The .results shall, as a minimum, include the
following information:
1. Test Site Station and Depth (relative to project
drawings)
2. Moisture Content by percentage
3. Dry Density
4. Relative Compaction
5. Soil Type with maximum dry density and optimum
moisture content
2. •Project' ecific Scopes - Construction S
a. Baseline/Almeria Sewer
Provision of Geotechnical Services During Construction
of the Above Referenced Project.
'Project Characteristics: A set of plans is available for review. Project
consists of the installation of 3,219 L.F. of 21" V.C.P. trunk sewer and 8"
V.C.P. laterals on existing Baseline Avenue and 2,406 L.F. of 18" V.C.P. and
285 L.F. of 21" V.C.P. on future Almeria Avenue (on native ground at time of
project). Pre -cast concrete manholes and related structures. Removal and
reconstruction of pavement on Baseline Avenue.
Scope of Services:
See General Scope of Services
A minimum of 3 R-Values shall be provided.
DELINEATION OF RESPONSIBILITIES
A. Responsibilities of the Enqineering/Geotechnical Consultant
The Consultant is expected to provide the lead role in providing
the testing services under the general direction of the inspector
and engineer as appropriate.
The Consultant must, on a regular basis, keep the Engineer
informed of the status of the work and inform the Engineer as to
any pertinent decisions that should be made for a quality
constructed product.
The Consultant may be called upon to attend meetings during any
phase of the work to give technical advice or to inform various
parties as to the status or nature of the work.
At a minimum, the Consultant shall attend:
1. Construction projects "pre -job" meetings
2. Upon completion of the project work and submission/
review of final report
EXHIBIT "B"
SCHEDULE OF FEES
(EFFECTIVE JANUARY 1, 1992)
INCLUDED IN THIS SCHEDULE OF FEES ARE COSTS FOR SERVICES
AND TESTS COMMONLY PERFORMED BY THIS FIRM. OTHER
SERVICES OR TESTS, AS WELL AS COSTS FOR THESE
SERVICES OR TESTS, CAN BE SUPPLIED UPON REQUEST.
C. H. J., INCORPORATED
1355 East Cooley Drive
Colton, California 92324
714/824-7210
•
TABLE OF CONTENTS
Soil Engineering / Technical Services
Materials Engineering / Field Observation Services
Conditions and Working Hours for Deputy Inspectors
Laboratory Testing Services
1-2
3-4
5-6
7-14
• •
SOIL ENGINEERING / TECHNICAL SERVICES
SERVICES RATE PER HOUR
Principal Engineer $ 95.00
Project Engineer (Registered) 75.00
Staff Engineer 55.00
Supervising/Senior Field Technician 48.00
Field Technician 47.00
Field Technician (Nuclear Gauge) 53.00
Supervising/Senior Laboratory Technician 48.00
Laboratory Technician 47.00
Drafting 32.00
Typing/Clerical 30.00
Litigation, Expert Witness & Preparation by Professional
Engineer - 8 Hour Minimum (Plus Expenses) 150.00
Subsistence and Lodging - Per Day (Subject to Review
for Specific Projects) 70.00
PREMIUM RATES
A. Overtime (at Client's Request), add $ 16.00
B. Sundays and Holidays, add 28.00
NOTE: The hourly rates quoted above include all costs for Held equipment and
vehicle' for which our Clients will pay no additional fee.
-1-
SOIL ENGINEERING AND TECHNICAL SERVICES
(continued)
SERVICES — OTHER RATE PER HOUR
Engineering Geology or Engineering Geologist Quotation
Computer Time (for Engineering Analysis) Cost + 20%
Printing and Photographic Work Cost + 20%
Subcontract Services Cost + 20%
EOUIPMENT CHARGES
FIELD EOUIPMENT
Pick Up Truck and Automobile Mileage No Charge
EXPLORATORY EOUIPMENT
Drill Equipment Cost + 20%
Backhoe Cost + 20%
REPORTS — EXTRA COPIES
Current Files (Not Over One Year Old)
Minimum Service Charge, Per Report $ 7.50
Copies, Per Sheet 0.15
Inactive Files (One Year or Older)
Minimum Service Charge, Per Report 10.00
Copies, Per Sheet 0.15
MAIERIAL ENGINEERING / FIELD OBSERVATION SERVICES
SERVICES RATE PER HOUR
Principal Engineer $ 95.00
Project Engineer (Registered) 75.00
Staff Engineer 55.00
Supervising Laboratory/ Field Technician 48.00
Laboratory/Field Technician 47.00
Drafting 32.00
Typing, Clerical 30.00
Code Designated Deputy (Special) Inspector 50.00
a. Concrete Batch Plant
b. Field Concrete
c. Masonry
d. Reinforcing Steel
e. Pre -stressed Concrete
f. Shop Welding
g. Field Welding
h. Structural Steel
i. Field Gunite
Non -Destructive Testing
a. Ultrasonic 60.00
b. Magnetic Particle 60.00
c. Dye Penetrant 55.00
d. Pachometer/Schmidt Hammer 55.00
Observation Performed by Others Cost + 20%0
-3-
• •
MATERIAL ENGINEERING / FIELD OBSERVATION SERVICES
(continued)
SERVICES RATE PER HOUR
Pick Up Test Sample $ 39.00
Premium Rates for Deputy (Special) Inspector
a. Time and One -Half 68.00
(first 2 hours, Monday - Friday)
b. Double . Time 86.00
(after 10 hours worked Monday - Friday
and all hours on Saturday and Sunday)
c. Union Holidays 122.00
(See Page 6 for detail)
ADVANCE NOTICE:
MINIMUM CHARGES:
CANCELLATION:
COMPLETION:
TRAVEL TIME:
MILEAGE CHARGE:
SUBSISTENCE:
PARKING:
REGULAR TIME:
OVERTIME RATE:
CONDITIONS AND WORKING HOURS
FOR DEPUTY (SPECIAL) INSPECTORS
Twenty-four (24) hours advance notice required for scheduling
inspector to report to designated job site.
Show -up, no inspection performed 2 hours minimum
1 - 4 hours inspection performed 4 hours minimum
Over 4 hours up to 8 hours worked,
or required to work before 12:00 noon
and work pass 12:00 noon 8 hours minimum
No charge, if made before 4:00 pm of the preceding day.
Inspector will remain on job until discharged by competent
authority.
No travel time will be charged, unless on remote jobs at the
beginning and ending of the job.
No mileage will be charged within 40 miles of our laboratory. For
projects outside 40 miles and within 100 miles, mileage will be
charged at the rate of $0.45 per mile.
On remote jobs over 100 miles from our laboratory, subsistence,
when not furnished for the inspector, will be charged at $70.00 per
day, and mileage at $0.45 per mile for traveling to and from jobsite
when free transportation is not provided.
When not furnished for the inspector, parking will be charged as
paid by the inspector.
First 8 hours, Monday through Friday, between the hours of 6:00
am and 5:00 pm.
(Time and one-half). First 2 hours outside regularly constituted
shift or hours before 6:00 am and after 5:00 pm Monday through
Friday.
-5-
DOUBLE TIME RATE:
UNION HOLIDAYS:
SHIFT DIFFERENTIAL:
Second Shift:
(Swing Shift)
Third Shift:
(Graveyard Shift)
TERMS OF PAYMENT:
All hours on Saturday and Sunday or non -union holidays on -site
and all hours on union holidays off -site. Hours outside first 10
hours of constituted shift, Monday through Saturday.
All hours (on -site work) on the following listed union holidays:
1. New Years Day
2. Memorial Day
3. Independence Day
4. Labor Day
5. Veteran's Day
6. Thanksgiving and the day after Thanksgiving
7. Christmas
The first Saturday following the first Friday of the
months of June and December
Eight hours will be charged for first 7 1/2 hours worked. Time in
excess of 7 1/2 hours will be charged at applicable overtime rate.
Eight hours will be charge for first 7 hours worked. Time in excess
of 7 hours will charge at applicable overtime rate.
Net - Invoices are for Professional Services and arc due upon
presentation.
LABORATORY TESTING SERVICES
A full range of laboratory testing equipment is provided for testing of soil, aggregate, concrete,
masonry, asphalt, and other construction materials. Other services are also available upon
request.
Laboratory personnel consist of a Laboratory Director and trained Laboratory Technicians.
The testing of materials is conducted with the use of calibrated laboratory equipment. All
work is performed under the supervision of Registered Professional Engineers.
• •
ASTM
Designation
SOILS
Rate
Test L!nit per test
Chemical Analysis Each Quotation
D 2345 Consolidation Test Each $ 105.00
D 3080 Direct Shear Test Each 95.00
Expansion Test
U B C Each 90.00
2.5" Diameter Specimen Each 65.00
Maximum Density - Optimum Moisture Determination
D 1557 ASTM Each 90.00
Cal Impact Method (CAL 216) Each 100.00
D 422 Mechanical Analysis with Hydrometer
Analysis Each 105.00
D 2216 Moisture Content Each 20.00
D 2434 Permeability Test (Complete) Each 175.00
D 4318 Plasticity Index (Plastic and Liquid Limit) Each 95.00
D 2844 R-Value Determination
Natural Soil or Base Each 175.00
Lime or Cement Treated Soil Each Quotation
D 2419 Sand Equivalent (CAL 217) Each 38.00
C 136 Sieve Analysis (Pit Run) Each 68.00
C 117 Sieve Analysis Washed on No. 200 Sieve
(Processed Material) Each 48.00
D 1633 Soil Cement Molding and Compressive Strength Test
(Set of 3 Specimens, 1 Cement Content) Each 315.00
D 560 Soil Cement Molding and Freeze - Thaw Test
(Set of 3 Specimens, 1 Cement Content) Each 500.00
D 559 Soil Cement Molding and Wet - Dry Test
(Set of 3 Specimens, 1 Cement Content) Each 500.00
D 854 Specific Gravity Each 75.00
D 2488 Visual Classification Each 18.00
AGGREGATES
ASTM Rate
Designation Test Unit per test
C 131, C 535 Abrasion Resistance (L.A. Rattler)(CAL 211) Each $ 80.00
C 142 Clay Lumps and Friable Particles Each 53.00
Cleanness Value (CAL 227) Each 80.00
D 3744 Durability Index (CAL 229) Each 115.00
C 123 Lightweight Pieces Each 84.00
Percent of Flat / Elongated Pieces (CRD 119) Each 60.00
D 693 Percent of Crushed Particles (CAL 205) Each 60.00
C 566 Moisture Content Each 20.00
C 87 Mortar Making Properties of Fine Aggregate Each 315.00
C 40 Organic Impurties Each 40.00
C 136 Sieve Analysis, Pit Run Material Each 68.00
C 136 Sieve Analysis, Processed Coarse Each 34.00
C 117 Sieve Analysis, Fine, Washed Each 48.00
C 235 Soft Particles (Scratch Hardness) Each 50.00
C 88 Soundness Test, Sodium Sulfate Each 200.00
C 127 Specific Gravity and Absorption, Coarse Each 50.00
C 128 Specific Gravity and Absorption, Fine Each 75.00
D 1664 Film Stripping Test (CAL 302) Each 67.00
C 29 Unit Weight and Percent Voids Each 53.00
D 422 Percent of Clay, Hydrometer Method_ Each 105.00
Percent of Shale Each 50.00
C 289 Potential Alkali Reactivity, Chemical Method Each 175.00
C 295 Potential Alkali Reactivity, Petrographic Method Quotation
C 227 Potential Alkali Reactivity, Mortar Bar Method Quotation
—9—
CONCRETE
ASTM Rate
Designation Test Unit per Test
Concrete Mix Design (excl. Aggregate Test) Each $ 75.00
Review of Concrete Mix Design Each 75.00
C 192 Concrete Trial Mix (each mix)
Equipment and Labor Each 180.00
Molding, Curing and Testing per Specimen
6" x 12" Cylinder Each 25.00
6" x 6" Flexural Beam Each 60.00
Special Curing Process
C 684 Hot Water Curing (per specimen) Each 52.00
Rapid Curing, Boiling Water (per specimen) Each 90.00
C 39 Compressive Strength, Concrete Cylinder Each 15.00
C 42 Compressive Strength, Concrete Core Each 20.00
Compressive Strength, Gunite Cylinder Each 25.00
Compressive Strength, Gunite Core Each 20.00
Compressive Strength, Insulating Concrete Each 25.00
Core Trimming, (if needed) Each 23.00
C 1084 Cement Content (Chemical Method) Each 155.00
C 567 Dry Unit Weight, Lightweight Concrete Each 25.00
Dry Unit Weight of Insulating Concrete Each 30.00
C . 78 Flexural Strength, 6" x 6" Beam Each 40.00
Flexural Strength, 9" x 9" Beam Each 60.00
C 174 Length Measuring of Drilled Core Each 50.00
C 469 Modulus of Elasticity Each 90.00
C 157, C 341 Drying Shrinkage (set of 3, up to 28 days) Each 200.00
C 496 Splitting Tensile Test Each 32.00
C 642 Specific Gravity, Absorption, Voids in Hardened Each 200.00
Concrete (Set of 3)
—10—
MASONRY
ASTM Rate
Designation Test Unit per Test
C 67 Brick Test (5 Specimens)
24—Hour Absorption, Cold Water Each $ 100.00
5— Hour Absorption, Boiling Water Each 125.00
Compression Test Each 125.00
Modulus of Rupture Each 125.00
C 140 Concrete Block Test (3 Specimens)
Moisture Content and Absorption Each 120.00.
Compression Test Each 105.00
Unit Weight (including Dimension Measurement) Each 75.00
C 426 Linear Drying Shrinkage (3 Specimens) Each 210.00
C 270 Mortar Mix Design (excl. Aggregate Test) Each 75.00
C 476 Grout Mix Design (excl. Aggregate Test) Each 75.00
C 109 Mortar Strength (2" cube or cylinder) Each 15.00
C 942 Grout Prism Test (3" x 3" x 6") Each 38.00
Trimming, included
C 42 Masonry Core, Compression Test Each 25.00
Masonry Core, Shear Test Each 50.00
Masonry Core Trimming (if needed) Each 23.00
E 447 so ry 'sm Assemblage)
8" x 16" x 16" (Per Specimen) Each 125.00
12" x 16" x 16" (Per Specimen) Each 175.00
Larger than 12" x 16" x 16" Quotation
—11—
ASPHALT
ASTM
Designation Test Rate
Unit per test
D 1560, 1561 Asphalt Pavement Mix Design Quotation
(Hveem Method)
D 1559 Asphalt Pavement Mix Design Quotation
(Marshall Method)
D 2172 Asphalt Content by Extraction Each $ 140.00
Asphalt Content and Gradation by Extraction Each 190.00
D 1188, D 2726 Bulk Specific Gravity of Compacted Specimen Each 32.00
Centrifuge Kerosene Equivalent (CAL 303) Each 175.00
Moisture Vapor Susceptibility (CAL 307) Each 125.00
D 1559 Marshal Resistance to Plastic Flow Each 100.00
Marshal Maximum Density Each 75.00
D 1560 Hveem Stability Value by Stabilometer Each 100.00
(CAL 366)
D 1561 Kneading Compacted Maximum Density Each 75.00
(CAL 304)
C 128 Specific Gravity of Extracted Aggregates Each 75.00
Swell Test (CAL 305) Each 85.00
D 2041 Measured Maximum Theoretical Density Each 60.00
(Rice's Method)
Calculated Maximum Theoretical Density Each 110.00
(with Aggregate Tests)
D 113 Ductility of Bituminous Materials Each 55.00
D 5 Penetration of Bituminous Materials Each 40.00
D 36 Softening Point of Bituminous Materials . Each 75.00
D 71 Relative Density of Solid Pitch and Asphalt Each 40.00
D-3407 Resilience of Bituminous Materials Each 40.00
ASTM
Designation
STEEL
Test
Rate
Unit per Test
Reinforcing Steel Test;
Tensile Strength amd Elongation
#11 and smaller Each $ 30.00
#14 bar Each 60.00
#18 bar (Proof Test) Each 80.00
Bend Test, #11 and smaller Each 35.00
Structural Steel Test;
Tensile Strength and Elongation
Machining and Preparation of Test Specimen Cost + 20%
Up to 200,000 pounds Each 30.00
200,000 - 300,000 pounds Each 60.00
300,000 - 400,000 pounds Each 80.00
Bend Test Each 35.00
Prestressing Wire and Tendon Test;
A 421 Tensile Strength, Single Wire Each 50.00
A 416 Tensile Strength, 7-Wire Strand Each 85.00
A 325, A 490 Bolt and Nut, Proof Load Test Each 15.00
Shear Stud Test Each 40.00
Hardness Test Each 15.00
Bolt Tension Test Each 20.00
Welding Procedure Oualification;
Groove Weld Each 350.00
Fillet Weld Each 250.00
Welding Specimen Test;
Ultrasonic Examination Each 60.00
Machining and Preparation of Test Specimen Cost + 20%
Macroctch Test (3 faces) Each 45.00
Reduced - Section, Tension Each 30.00
Bend Test Each 35.00
-13-
Test
Calibration of Hydraulic Ram
100 Ton and under
101 Ton - 200 Ton
Laboratory Equipment
Roof Materials
MISCELLANEOUS
Use of 60,000 pound Universal
(with one operator)
Use of 400,000 pound Baldwin
(with one operator)
Additional Technician (when required)
Each
Each
Rate
$ 100.00
120.00
Hour 90.00
Hour 180.00
Hour 47.00
New Roof Membrane (ASTM D 3617) Each 180.00
Built -Up Roof Assembly (ASTM D 2829) Each 250.00
Roof Tile (Breaking Strength & Absorption) Each 45.00
Spray -Applied Fire Proofing
In -Place Density (ASTM E 605)
Each 42.00
P V C Conduit (ASTM F 512)
Stiffness Test (per specimen) Each 20.00
Impact Resistance (per specimen) Each 15.00
Flattening Test (per specimen) Each 20.00
Crushing Resistance (per specimen) Each 20.00
Verification of Dimensions Each 30.00
Coring (Concrete, Masonry, Gunite & AC Pavement)
Equipment and Labor Hour 66.00
Bit Charge (per inch length of core) Each 2.00
Additional Technician Hour 47.00
By Others Cost + 20%
-14-
APR-09-1993 14:17 FROM
•
pnoouces
THE JORDAN COMPANY
328 VIEW HOSPITALITY. #300
POST OFFICE BOX 82711
SAN BERNARDINO, CA 924124270
COCE 714 >sve CUP6 8115,12411
wows
C.H.J. INCORPORATED
POST OFFICE DOX231
COI_TON, CA 92334.0231
JORDAN COMPANY
TO 3506618 P.01
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TO
3506618 P.02
POLICY NUMBER: • COMMERCIAL GENERAL LIABILITY
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.
ADDITIONAL INSURED OWNERS, LESSEES OR
CONTRACTORS (FORM B)
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAL LIABILITY COVERAGE PART.
SCHEDULE
Name of Person or Organization:
SEE FRONT OF CERTIFICATE
(If no entry appears above. information required to complete this endorsement will be shown in the Declarations
as applicable to this endorsement.)
WHO IS AN INSURED (Section IF ) Is amended to include as an Insured the person or organization shown in the
Schedule, but only with respect to liability arising out of "your work" far that insured by or for you.
CG 2010 11 89
Copyright. Insurance Servictas Office. Inc.. 1984
TOTAL P.02
TO 3506618 P.01
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3HOL7D ANY OP11•LE ABOVE D®CRIBF.D POLICIES BE CANCWED BEFORE THE
EXPIRATION DAIS THEREOF. THE ISSUING COMPANY WILL: ENDF_AVOR TO
t.PwrL •' DAYS WWTIIIII NUSLCb IL)'IMC CERTIFICATE HOLDER NAMED TO TH
LEFT. Bt.rr FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR
LIABILITY OF ANY KIND UPON THE COMPANY. TIS AGENTS OR R1p1t8St1NTA1VdES.
THE JORDAN COMPANY
325 WEST HOSPITALITY, 8300
POST OFFICE BOX 5276 -
SA1Y BERNARDINO,CA• 92412.5276
ISiURDATE GA
03/h.S/93
THIS CERTIFICATE IS ISSUED AS A CHATTER OF INFORMATION ONLY AND CONFERS
NG R1( TI UPON THE CL11iI1BCATO HOLDER_ THIS CERTIFICATE DOES NOT At NT
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•
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C.iI.J. INCORPORATED
POST OFFICE BOX23I
COLTON, CA 92324-0231
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VOWS AND CONDITIONS OP SUCH POUCIE3. LIMITS SHOWN MAY HA BEEN REDUCED BY PAID CLAIMS.
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LIMITS IN TIIO4$Arms
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•
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City of Fontana
Attn: Mr. Weddle
Post Of&oa Boa 518
Foote" CA 92335
.l.kGZ�iT.._ . i`.M�.: 11" �°� 1.1 '1 oIs;n'C;:
MAR-24-1993 19:31 FROM JORDAN COMPANY
POLICY NUMBER:
TO
•
3506618 P.02
COMMERCIAL GENERAL LIABILITY
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.
ADDITIONAL INSURED - OWNERS, LESSEES OR
CONTRACTORS (FORM B)
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAL LIABILITY COVERAGE PART.
SCHEDULE
Name of Person or Organization:
SEE FRONT OF CERTIFICATE
(If no entry appears above, information required to complete this endorsement will be shown in the Declarations
as applicable to this endorsement.)
WHO IS AN INSURED (Section II) is amended to inck,de'as an insured the person or organization shown in the
Schedule. but only with respect to liability arising outof "your work" for that insured byor for you.
s
CC 2010 1185 Copyright. Insurance Services Office. Inc.. 1984
y
TOTAL P.02
,R -24 -1993 /9:29
.TORDAN COMPANY
TO 3506618 P.01
PERDU=
•-• • • .... 11 ;14
3 •-,-2•4i
ISSLIIKDATff • .
fr. • --•
":•,•••.%.f4-•••••"^"i.=V:4•14,-••-"t„.
1"::tv!t•• • " ' . , • 4-Pc.- 1. 03/2S/93
THE JORDAN COMPANY
325 WEST HOSPITALITY, a*
POST OFFICE BOX 5276
SAN BERNARDINO,'CA 92412-5276
THIS CERTIFICATE 1.9 MED AS A MATTER OF INFORMATION ONLY AND CONFERS
NO MGM UPON ME CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEN1
=END OR ALTER THE COVERAGE AFFORDED BY ME POLICIES BELOW
coMPANT
urrnm A
CODE 8SOLCODE • '
714 S88-2231 COMPANY
DIitSD ... .
INCORPORATED
POST OFFICE BOX231
covros, CA 9232442.31
•
13 • - , • ‘11.1 , ..
• ......
COMPANY
LEITER C
cosmANT
sarrsa D
COMPANT
LETTIM
COMPANIES AFFORDING COVERAGE
Golden Eagle Insntancc Company
Fremont Compensation Insure/me
This IS TO CUTTER TEAT THE POLICIES OF D:SURANCE LISTED BELOW HAVE BEEN ISSUED• THE INSURED NAMED ABOVE FOR THE POLICY PERO/
INDICATSD, NOMITISTANDING ANY RBQIIIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT wrns RESPECT TO WHICH n/
CERTIMATE MAY REISSUED OR MAY PPRTATN. THE INSURANCE AFSORDED By inn mums DzscgmeD Hem,.sum tAa iv Au. THE TER?".
INCLUSIONS AND CONDITIONS OP SUCH POUctss. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
Coi LTS IOLICY NUMBER me osinaLMANCa
•
•' .
' t• . i
i MIRA& ZIASUAT . . 1
I XI CITIOIERMAL GINEIMLLIABILITY
. nt X I CLAIM ISADq !, OCCUR. i
.61;;...)c j owNErs a aH471Aiiiii Plat. 1.
..... ..
CCP 21 30 79
AVIDSIOBILE LMMMTT
i X ANY AUTO
.....
ALL owes') MHOS
L. SCHIEREEDAITILIg
A
x HIRED AUTO&
x eors-owsom Ammo
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GARAGE LOMAT'
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i
01/01/93 ' 01/01194
CCP 21 30 79
,1
: Pal (49811SYYY) 11;4'4411 (MMAID/TY)
GENERAL AGGREGATE S • 2.000,
PloaucrsoMumes AGGREGAT,i' ; 1,000,
if PERSONAL AnvERTISMG INEEt, Y .t 1,000.
POLICY arTICTIVS; rULICY IDIFIRATION
ALL LIMITS IN
0 I 101193
01 /0 1 /94
01/01/93 01/01/94
WOREERM COMMEMINTIQP,
AIS
DeLoyster umustry
WP 93-557.922-01
f
fan* raweargaulartim
ft Comm( Services
Additional Insured for Grocralllabipty per form CG 20 10 11 115 on Tvvene.
*0130 Da EXCEPt 10 Da s for Non -Pa of Preini 1.
••••
City of Moues
Mn: Mr. Weddle
Post Office BOA 518
Pomo., CA 92335
---,T.:LI I.A.4.1....'11.-.7.7i.:;•.1'•.:"...' ..f.7"4',.;'';':.!;1. :,1 .....w ...
..„....4 - -
I/
wpm) ANY OP IME ABOVE DESCRIBED POLICIES BE CANCEIJ ED BEFORE THE
EXPIRATION DATE THEREOF. MB ISSUING COMPANY WILL ENDEAVOR TO
meat. ** DAYS wRITTIsI4 DIGS 10 'DM CERTIFICATE HOLDER NAMED TO mr.
LEFT. BUT FAILURE TO MAIL. SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR
LIABILITY OF ANY RIND UPON THE COMPANY. rr$ AGENTS OR PDPREsBNYATIvEl;
4xt:
tnt
;sz
COMBINED
ENGLE
MUT
MOLY
IMRY
Myr mom
sooax .1
INJURY/ $
. (Per wade.)
IlEireltTY . $
OCCURRENCE
8 i g
•
•
SACD OCCURRENCE
FIRE DAMAGE (Any am 1;14
$ LOCO,
SO
MEDICAL EX PENN tAki; at mono I5,
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L000.
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1,000, ERSEASESPOLICY UAW)
400. (f.MSEASIMEACIA Paplornito
AMMO,
Awes
r. : . . - • . • -
. • N. A
MAR /24-1993 19:31 FROM JORDAN COMPANY
TO
3506618 P.02
' POLICY NUMBER: COMMERCIAL GENERAL LIABILITY
THIS ENDORSEMENT CHANGES THE POLICY. 'PLEASE READ IT CAREFULLY.
ADDITIONAL INSURED w- OWNERS, LESSEES OR
CONTRACTORS (FORM B)
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAL LIABILITY COVERAGE PART,
SCHEIKJLE
Name of Person or Organization:
SEE FRONT OF CERTIFICATE
F
(If no entry appears above, information required to complete'this endorsement will be shown in the%Dectarations
as applicable to this endorsement.)
WHO IS AN INSURED (Section II) is amended to include as an insured the person or organization shown in the
Schedule. but only with respect to liability arising out of "your work" for that insured by opfor you.
CC 2010 11 85 Copyright. Insurance Services Ottice. Inc.. 1984
TOTAL P.02
CITY OF FONTANA
CALIFORNIA
MEMORANDUM
TO: Bob Weddle, City Engineer
FROM: Robert A Graham, Risk Management Consultant
SUBJECT: Baseline/Almeria Sewer Project
CHJ Inc. Consultant Contract for GeotechnicalServices
DATE: April 28, 1993
The certicate of insurance provided by CHJ Inc. dated 3-25-93 (Policy #CCP 21
30 79 and WP 93-552922-01) complies with the City Attorney's opinion as stated
in his letter of April 7, 1993 on the above contract.
If you have any further questions, please call me at 350-6683.
RAG/sm
NAME:
CALIF ORN
FAX COMMUNICATIONS
FROM FAX NUMBER:
(714) 350- 6618.
PLEASE DELIVER THE FOLLOWING PAGES TO:
l o,sEe_r T. -52-Nso o
LOCATION / PHONE: (J-') 2-4 '12_I O
FAX NUMBER: (3 I1-I) KZ 4-7 ZO
FROM: Yd t&S.44 F 1' — w t.ik
LOCATION / PHONE: (ocj) 3S b _ 6, G ti r
ACCOUNT NUMBER:
i
TOTAL NUMBER OF PAGES: 14- 4 DATE: 4-1-93 TIME: 9 : So 1444.
(including cover sheet)
IF YOU DO NOT RECEIVE ALL OF THE PAGES,
PLEASE CALL (714)
MESSAGE: PLEASE. -tom t 05.444-n1c-F GF,T i(kTE,
klub FntDorSC-.M ENT 4kS REgU tK.ED Eli. eirr ,ATTDR-NEYs
OFF I c-E . P i M E c -L me_ i P- y i+ H*11E
THE r; �(EST (0k S . I �1-9t i fia .
8353 SIERRA AVENUE P.O..BOX 518
FONTANA, CALIFORNIA 92334-0518
PHONE NUMBER (714) 350-7600
DEC.1990 SKY-
BEST, BEST & KRIEGER
° A PARTNERSHIP INCLUDING PROFESSIONAL CORPORATIONS
LAWYERS
ARTHUR L. LITTLE WORTH*
GLEN E. STEPHENS*
WILLIAM R. DeWOLFE*
BARTON C. GAUT*
PAUL T. SELZER* DAVID L. BARON
DALLAS HOLMES* EUGENE TANAKA
CHRISTOPHER L. CARPENTER* BASIL T. CHAPMAN
RICHARD T. ANDERSON* TIMOTHY M. CONNOR
JOHN D. WAHLIN*
MICHAEL D. HARRIS*
W. CURT EALY*
THOMAS S. SLOVAK*
JOHN E. BROWN*
MICHAEL T. RIDDELL*
MEREDITH A. JURY*
MICHAEL GRANT*
FRANCIS J. BAUM*
ANNE T. THOMAS*
D. MARTIN NETHERY*
GEORGE M. REYES
WILLIAM W. FLOYD, JR.
MICHAEL A. CRISTE*
GREGORY L. HARDKE
KENDALL H. MacVEY
CLARK H. ALSOP*
DAVID J. ERWIN*
MICHAEL J. ANDELSON*
* A PROFESSIONAL CORPORATION
DOUGLAS S. PHILLIPS*
ANTONIA GRAPHOS
GREGORY K. WILKINSON
WYNNE S. FURTH
VICTOR L. WOLF .
DANIEL E. OLIVIER
DANIEL J. McHUGH
HOWARD B. GOLDS
STEPHEN P. DEITSCH
MARC E. EMPEY
JOHN R. ROTTSCHAEFER
MARTIN A. MUELLER
J. MICHAEL SUMMEROUR
VICTORIA N. KING
JEFFERY J. CRANDALL
SCOTT C. SMITH
JACK B. CLARKE, JR.
BRIAN M. LEWIS
JEANNETTE A. PETERSON
BRADLEY E. NEUFELD
KANDY LEE ALLEN
ELISE K. TRAYNUM
WILLIAM D. DAHLING, JR.
Mr. Robert Weddle
City Engineer
City of Fontana
8353 Sierra Avenue
Fontana, CA 92335
Dear Bob:
MATT H. MORRIS
JEFFREY V. DUNN
STEVEN C. DeBAUN
BRANT H. DVEIRIN
ERIC L. GARNER
DENNIS M. COTA
JULIE HAYWARD BIGGS
RACHELLE J. NICOLLE
ROBERT W. HARGREAVES
JANICE L. WEIS
SHARYL WALKER
PATRICK W. PEARCE
KIRK W. SMITH
JASON D. DABAREINER
KYLE A. SNOW
MARK A. EASTER
DIANE L. FINLEY
MICHELLE OUELLETTE
PETER M. BARMACK
DAVID P. PHIPPEN, SR.
KENNETH R. WEISS
SUSAN C. NAUSS
CHRISTOPHER DODSON
BERNIE L. WILLIAMSON
ELAINE E. HILL
KEVIN K. RANDOLPH
JAMES B. GILPIN
MARSHALL S. RUDOLPH
KIM A. BYRENS
CYNTHIA M. GERMANO
MARY E. GILSTRAP
NGUYEN D. PHAN
DANIEL C. PARKER, JR.
GINEVRA C. MARUM
CHARLES E. KOLLER
GLENN P. SABINE
CHRISTINE L. RICHARDSON
JOANE GARCIA-COLSON
PHILIP J. KOEHLER
DIANE C. WIESE
STEVEN S. KAUFHOLD
REBECCA MARES DURNEY
ALLISON C. HARGRAVE
DOROTHY I. ANDERSON
G. HENRY WELLES
JAMES R. HARPER
DINA O. HARRIS
RAYMOND BEST (1868-1957)
JAMES H. KRIEGER (1913-1975)
EUGENE BEST (1893-19811
April 7, 1993
REC'�
EIr
CITY ENGINEER'S OFFICE
` T'
SUITE 120
800 NORTH HAVEN
POST OFFICE BOX 4360
ONTARIO, CALIFORNIA 91761
TELEPHONE (714) 989-8584
TELECOPIER (714) 944-1441
Re: BASELINE/ALMERIA SEWER PROJECT
CHJ, Inc. Consultant Contract
for Geotechnical Services
OF COUNSEL
JAMES B. CORISON
OFFICES IN
RIVERSIDE (714)686-1450
PALM SPRINGS (619)325-7264
RANCHO MIRAGE (619)568-2611
You have requested that the City Attorney's office sign
off on the enclosed contract between the City and CHJ, Inc. for
geotechnical services related to the Baseline/Almeria Sewer
Project.
Please note that the Certificate of Insurance provided by
CHJ, Inc. does not meet the terms of the Agreement and consequently
is not sufficient. Specifically, the Agreement (see Section II,
paragraph 10) requires that the "City, its elected officials,
officers, and employees" be added as insureds. The Insurance
Certificate that has been provided apparently fails to do this.
In addition, the Agreement requires that the insurance
policy shall be endorsed to state that coverage may not be
cancelled unless 30 days prior notice has been given in writing to
the City. Given that requirement the language at the bottom of the
Certificate which requires the insuring company to "endeavor to
mail written notice" to the City some unspecified number of days in
advance of cancellation is not adequate. CHJ, Inc. should provide
DBB25934
14.4
1-‘
'4, (5-** ))t.i'
/3.4, 6
(44,754 .
P2,ilt-
LAW OFFICES OF
• •
BEST, BEST & KRIEGER
Robert Weddle, City Engineer
April 7, 1993
Page 2
the City with a Certificate which states that their insurer is
required to give notice to the City by mail 30 days in advance of
any policy cancellation. The language at the bottom of the
Certificate stating "failure to mail such notice shall impose no
obligation or liability of any kind upon the company, its agents or
representatives" should be eliminated.
This Agreement also differs from the current Model
Consultant Agreement used by the City in that it only requires
Best's Class B insurance (currently the City requires Best B+VIII)
and it does not include indemnification for omissions of the
Consultant. You have indicated that at the time the project was
put out to bid, the terms required by the City were those included
in this Agreement, and based upon that representation I have signed
the contract and approve its use for this project. However, the
Certificate of Insurance should be corrected prior to having the
City Manager sign on behalf of the City.
Sincerely,
Stephen P. Deitsch
BEST, BEST & KRIEGER
City Attorney
cc: Jay M. Corey, City Manager
Ken Jeske, Interim Director of Community Development
Clark H. Alsop, City Attorney
DBB25934
REPORT OF GEOTECHNICAL INVESTIGAtION
TENTATIVE TRACT 12314
BASELINE ROAD NEAR CITRUS AVENUE
FONTANA, CALIFORNIA \,
- .
.0,-Erl
:"..4. X
,......*Ajg .91 .
. REPORT OF GEOTECHNICAL INVESTIGAtION
TENTATIVE TRACT 12314
BASELINE ROAD NEAR CITRUS AVENUE
FONTANA, CALIFORNIA \t
SUBMITTED TO:
PRESLEY OF SOUTHERN CALIFORNIA
P. 0. BOX 19672
IRVINE,'CALIFORNIA 92713.
PREPARED BY:
Soil and Testing Engineers, Inc.
167 W. Orangethorpe
Placentia, California 92670
r.
C
SOIL and TESTING
ENGINEERS INC.
• ORANGE COUNTY 167 W. ORANGETHORPE ■ PLACENTIA, CAUFORNIA 92670 ■ (714) 524-9130
0 COACHELLA VALLEY 74-831 VEUE WAY ■ PALM DESERT, CAUFORNIA 92260 ■ (619) 346-5012
0 SAN BERNARDINO 1894 COMMEFICENTER WEST, SUITE 305 • SAN BERNARDINO, CAUFORNIA 92408 • (714) 381-3528
July 14, 1987
Presley of Southern California
P. 0. Box 19672
Irvine, California 92713
STE 8741089
Report No. 1
Subject: Report of Geotechnical Investigation,
Tentative Tract 12314, Baseline Road Near
Citrus Avenue, Fontana, California.
Gentlemen:
In accordance with your request, we have completed a
geotechnical investigation for the proposed project. We
are presenting herein our findings and recommendations.
The findings of this study indicate that the -site is -
suitable for the proposed development provided the
--recommendations presented in the attached report are
complied with.
If you have any questions after reviewing the findings and
recommendations contained in the attached report, please do
not hesitate to contact this office. This opportunity to
be of professional service is sincerely appreciated.
Respectfully submitted,
SOIL A;' TESTING ENGINEERS, INC.
Rom rt J.
Staff Engi
A. Har'tey
Reviewed by:
CEG #1098 "Robert R. Russell RCE #32142
RJN/RRR/AHJ/jd
cc: (6) Submitted
TABLE OF CONTENTS.
PAGE
INTRODUCTION AND PROJECT DESCRIPTION 1
PROJECT SCOPE 1
-FINDINGS 2
- SITE DESCRIPTION 2
GENERAL GEOLOGY AND SUBSURFACE CONDITIONS 3
GEOLOGIC SETTING 3
SOIL DESCRIPTION 3
GROUNDWATER 4
4
4
TECTONIC SETTING
SEISMICITY
RECOMMENDATIONS AND CONCLUSIONS 5
GENERAL DESIGN CONSIDERATIONS 5
DEMOLITION 6
HARD CONSTRUCTION DEBRIS AND DELETERIOUS MATERIALS 6
ABANDONED UTILITIES 6
TREE REMOVAL . . . - 6
SEEPAGE PITS 6
SITE PREPARATION 7
REMEDIAL GRADING 7
STREET AREAS AND CONCRETE FLATWORK 7
FILL AREAS . 7
IMPORTFILL . . . . . . . . . . . . • . . . . 7
SURFACE DRAINAGE - 7
EARTHWORK SHRINKAGE AND. SUBSIDENCE FACTORS . . . 8
EARTHWORK 8
FOUNDATIONS 8
GENERAL 8
LATERAL RESISTANCE 9
SETTLEMENT CHARACTERISTICS 9
EXPANSIVE CHARACTERISTICS 9
SOLUBLE SULFATES 9
LIMITATIONS 9
FIELD EXPLORATION 12
LABORATORY TESTING PROGRAM. . 13
FIGURE 1
PLATE 1
PLATE 2
ATTACHMENTS
SITE PLAN
PLOT PLAN
UNIFIED SOIL CLASSIFICATION CHART
PLATES 3 THROUGH 22 - TRENCH LOGS
PLATE 23
DIRECT SHEAR TEST AND COMPACTION
TEST,
PLATE 24 GRAIN SIZE ANALYSIS
.PLATE 25
SOLUBLE SULFATE TEST
APPENDIX
RECOMMENDED GRADING SPECIFICATIONS- SPECIAL PROVISIONS
SOIL and TESTING
ENGINEERS INC.
■ ORANGE COUNTY 167 W. ORANGETHORPE ■ PLACENTIA, CAUFORNIA 92670 ■ (714) 524-9130
O COACHELLA VALLEY 74-831 VEUE WAY ■ PALM DESERT, CAUFORNIA 92260 ■ (619] 346-5012
❑ SAN BERNARDINO 1894 COMMERCENTER WEST, SUITE 305 ■ SAN BERNARDINO, CAUFORNIA 92408 ■ [714) 381-3528 -
GEOTECHNICAL INVESTIGATION
TENTATIVE TRACT 12314
BASELINE ROAD NEAR CITRUS AVENUE
FONTANA, CALIFORNIA
INTRODUCTION AND PROJECT. DESCRIPTION
This report presents the results of our geotechnical
investigation for a proposed residential subdivision which
is to be located north of Baseline Road and approximately
1300 feet west of Citrus Avenue in the City of Fontana,
California. It is our understanding that 259 single
family, detached residences along with associated street
improvements are planned for this site.
It , is further understood that some grading will be
_necessary to develop the site. This assumption was based
upon our review of the existing topography. The site
configuration and exploration locations are shown on Plate
No. 1. The following Figure No. 1 provides a vicinity map
for this project.
PROJECT SCOPE
This investigation consisted of: surface reconnaissance,
subsurface explorations, obtaining representative samples,
laboratory testing, analysis of the field and laboratory
data, research of available geologic literature pertaining
to the site, and preparation of this report. Specifically,
the intent of our analysis was to:
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CERES
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SAN B RNARDIt•O
SOIL and TESTING
ARASTASIA SL
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SITE VICINITY NAP
ENGINEERS INC. Isr RN
S7410$*
JOB NUMBER:
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DATE: S / 2 3 7
FIgur• N•. 1
STE 8741089
July 14, 1987 Page 2
Explore the subsurface conditions to the depths
influenced by the proposed construction.
b) Evaluate, by laboratory tests, the pertinent
engineering properties of the various strata which
will influence the development, including their
bearing capacities, expansive characteristics and
settlement potential.
c) Define the general geology at the site, including
possible geologic hazards which could have an
effect on the site development.
d) _Develop soil engineering criteria for site grading.
e) Determine potential construction difficulties and
provide recommendations concerning these problems.__
-- f) ,Recommend an appropriate foundation system for the
type of structure anticipated and develop soil
engineering criteria for the recommended foundation
design.
FINDINGS
SITE DESCRIPTION
The subject site is an irregular shaped parcel of land
approximately 56.3 acres in size, located adjacent to
Baseline Road approximately 1300 feet west of Citrus
Avenue, in the City of Fontana, California. The site is
bounded by vacant land on the north, east and west. In
addition, an egg ranch was observed adjacent to the
southwest corner of the site and tract homes were noted
C
STE 8741089
July 14, 1987 Page 3
adjacent to Almeria Street, north of the site. The site
grades downward between 1% and 4% toward the. -south --
Average grade is approximately 2% and total relief is on
the order of 50 feet. Drainage is accomplished by
sheetflow to the south and natural percolation. Small
artificial berms were noted adjacent to the egg ranch and
also along the western perimeter of the site. Vegetation
consisted of a dense growth of grasses and a few scattered
trees. Rows of eucalyptus trees were also observed along
Baseline Road, adjacent to the egg ranch, along the
southern half of the western perimeter and through the
central portion of the site (east -west trending). Old
foundations were encountered within the central portion -of
the site. A minor amount of broken concrete, asphalt and
other debris was also _noted_invarious locations throughout
the site.
GENERAL GEOLOGY AND SUBSURFACE CONDITIONS
GEOLOGIC SETTING: In general, the Fontana area is
underlain by coarse grained, unconsolidated alluvialfan
deposits, that radiate from the San Gabriel and San
Bernardino Mountain fronts. Approximately 900 feet of
these deposits are reported to underlie the subject site
(CDMG SP113). Lytle Creek Wash and Cajon Wash lie north of
the site and have prehistorically produced the sediments
deposited in the area. Crystalline bedrock underlies the
site at depth.
SOIL DESCRIPTION: The near surface soils encounteredin.
our exploratory trenches include prehistoric flood plain
deposits that generally consist of silty sands, gravelly
sands and sandy gravels. These soils were generally dry to
humid and loose to medium dense in consistency to a depth
of approximately five feet below grade. Below this depth
STE 8741089 July 14,-1987
Page 4
the consistency and moisture content .increased. A more
detailed description of the soils encountered are presented
on Plate Nos. 3 through 22.
GROUNDWATER: No groundwater was encountered within 12 feet
of existing grade and no groundwater related problems are
anticipated either during orafter construction.
Groundwater is reported to be at a depth in excess of 500
feet below existing grade (CDMG SP113).
TECTONIC SETTING: The site lies approximately 5 1/4 miles
southwest of the San Jacinto Fault Zone and approximately
31 miles southeast of the Cucamonga Fault Zone. The San
Andreas Fault Zone lies approximately 8.1/4 miles northeast
of the site. The Fontana Fault lies approximately 11miles
south of the site and has_ been inferred through seismic
activity. An unnamed inferred .fault —line lies
___approximately one mile northeast of the site and has been
mapped through groundwater studies (CDMG SP113).
SEISMICITY: The proposed site is within the seismic
;Influence of four active faults. Considering the distance
..of the site from these fault zones; and the maximum
probable magnitude associated with them, the following
tabulation is obtained: 0
Fault Zone
San Andreas
San Jacinto
Cucamonga
Fontana
Probable*
Site Distance Magnitude
(miles) (Richter)
*From
8 1/4±
5 1/4±
3.5±
1.5±
8.1
7.0
6.5
5.9
Probable Peak
Bedrock
Acceleration (g's)
0.47
0.37
0.33
0.26
U.S.G.S. Professional Paper 1360.
STE 8741089
July 14, 1987 Page 5
Of the zones listed above, the San Andreas or the San
Jacinto Fault Zones are considered to be the zones in which
a seismic event might be expected_ to. _cause__the__ greatest
groundshaking on the site. Groundshaking resulting from
-seismic activity along other major fault zones in the
region is anticipated to be equal or less than that felt by
the activity on the San Andreas or the San -Jacinto Fault
Zones.
It should be recognized that the Southern California region
is an area of moderate to high seismic risk and that it is
not considered feasible to make structures totally
resistant to seismic -related hazards. The design
acceleration should be determined by the structural
consultant, and be reflective of the type of structure
proposed.
Due _ to the - geologic __and: -geomorphic ---setting of the site,
other potential geologic hazards such as tsunamis, seiches,
liquefaction, or landslides should be considered to be
negligible or nonexistent.
RECOMMENDATIONS AND CONCLUSIONS
GENERAL DESIGN CONSIDERATIONS
'Based on the findings of this study, it is our opinion that
the site is suitable, with respect to geotechnical factors,
for the proposed development provided the recommendations
presented in this report are followed. Items which will
require special consideration are the existence of end
dumped debris, old structures and associated subsurface
utilities and loose surface soils. Recommendations to
mitigate these conditions are presented in the following
sections of this report. Any unusual or unforseen
e.
STE 8741089
July 14, 1987 Page 6
condition encountered during site development should be
brought to our immediate attention.
DEMOLITION
HARD CONSTRUCTION DEBRIS AND DELETERIOUS MATERIALS: We
recommend that all hard construction debris and deleterious
materials resulting from the clearing and grubbing
operations be legally disposed of off -site. All existing
end -dumped materials should also be removed.
ABANDONED UTILITIES: All existing underground utilities
which are to be abandoned should be properly capped off and
removed. The depressions resulting from these removals
should be backfilled with compacted soil densified to at
least 90% relative compaction.
TREE REMOVAL: Removal of Pxtsting trees —should _alsa
include the removal of their stumps and root balls. Root
balls may extend up to 5 feet below grade and could result
in a considerable amount of disturbed soil. --We recommend
that all disturbed -soils be removed and the cavity
resulting from these removals be backfilled with properly
compacted soil.
SEEPAGE PITS: Although not encountered, it is possible
that old seepage pits may exist on -site. If encountered,
we recommend that they be pumped out and be backfilled with
a 3/4 inch crushed rock. These pits should then be cut off
at least 5 feet below finished grade and covered with a 12
inch thick concrete cap reinforced with No. 3 bars at 12
inches on centers, each way.
C
STE 8741089
SITE PREPARATION
July 14, 1987 Page 7
;;!".REMEDIAL GRADING:. We recommend that all existing soils be
`excavated to a depth at least 3 feet below existing grade
or 2 feet below proposed footing elevations, whichever is
greater. The exposed natural ground should then be watered
to at least 3% above optimum to a depth of 18 inches. The
soils should then be densified to a minimum of 90% relative
compaction. The previously removedsoils may then be
replaced in eight inch lifts, moisture treated to at least
2% above optimum, and compacted to a minimum of 90% of
maximum dry density. The horizontal limits of the
recommendations should include the area within a perimeter
of 5 feet outside of each proposed structure.
STREET AREAS AND -CONCRETE FLATWORR: The subgrade soils
beneath all areas to support streets and concrete flatwork
(driveways, patios, etc) should be moisture treated .to. -at
least 2% above optimum and compacted to at least 90%. This
moisture conditioning and densification should extend to a
minimum depth of 24 inches.
FILL AREAS: Areas to support fill soils, not covered by
the previous sections, should be moisture treated and
compacted to at least 90% to a depth of 12 inches.
IMPORT FILL: Any proposed import fill should be non -
expansive, have strength parameters equal to or greater
than the on -site soils, and be approved by this office
prior to its use.
SURFACE DRAINAGE: We recommend that all surface drainage
be directed away from the proposed structures and that
ponding of water not be allowed adjacent to their
foundations.
STE 8-741089
L
EARTHWORK SHRINKAGE AND SUBSIDENCE FACTORS: We anticipate- --
that shrinkage losses of approximately l0% can be expected
July 14, 1987 Page 8
at this site during grading. We further estimate that
subsidence of natural ground will be on the order of 0.15
foot. It should be recognized that these values are
estimates only and should not be used as abasis for pay.
Provisions for adjustment of grades should be made should a
balanced job be required.
EARTHWORK: All earthwork and grading contemplated for site
preparation should be accomplished in accordance with the
attached Recommended Grading Specifications and Special
Provisions. All special site preparation recommendations
presented in the_sections.above will__supersede those in the
standard Recommended Grading Specifications.. All
embankments, structural -fill, and fill should -be compacted
to a minimum of 90% at slightly over optimum moisture
content. Utility trench backfill within 5 feet of the
proposed structure and beneath asphalt pavements should be
compacted to at least 90% of its maximum dry density.. The
maximum dry density of each soil type should be determined
in accordance with ASTM D-1557, Method A or C.
`FOUNDATIONS
GENERAL: It is our opinion that the proposed structure may
be supported by "conventional" spread footings provided the
recommendations contained in this report are followed. We
recommend that all footings be founded at least 12 inches
below lowest adjacent finished grade with a minimum footing
width of 12 inches. An allowable soil bearing pressure of
2500 pounds per 'square foot may be used for foundation
design. We further recommend that all continuous .footings
be reinforced with at least one No. 4 bar top and bottom.
STE 8741089
July 14,---1987 Page 9
ti..
LATERAL RESISTANCE: Resistance to lateral loads may be
provided by friction at the base of the footing and by
passive pressure against the adjacent soil. For concrete
footings on compacted soil, a coefficient of friction of
0.50 may be used. For calculating passive pressure, an
equivalent fluid unit -weight of 300 pounds'per cubic foot
may be used. Passive pressure should not exceed 1,500
pounds per square foot. When combining frictional and
passive resistance, the latter should be reduced by one-
third.
SETTLEMENT CHARACTERISTICS: It is our opinion that the
total and/or differential settlements for the proposed -
building will be within tolerable limits.
EXPANSIVE CHARACTERISTICS: The prevailing foundation soils
were found _to _be nondetrimentallx,. expansive and will not
require special consideration and/or design.
SOLUBLE SULFATES: Two representative samples of the
encountered soils were tested to determine their soluble
sulfate content. The results of these tests, as shown on
Plate No. 25 indicate a very low sulfate content. In view
of these test results, it is our opinion that Type V cement
will not be required at this site.
'LIMITATIONS
REVIEW, OBSERVATION AND TESTING
The recommendations presented in this report are contingent
upon our review of final plans and specifications. The
soil engineer and engineering geologist should review and
verify the compliance of the final grading plan with this
C
STE 8741089
July 14, 1987 Page 10
report and with Chapter 70 of the Uniform Building Code.
It is recommended that Soil and Testing Engineers, Inc. be
retained to provide continuous soil engineering services
during the earthwork operations. This is to observe
compliance with the design concepts, specifications, and
recommendations, and to allow for design -changes in the
event that subsurface conditions differ from those
anticipated prior to start of construction.
UNIFORMITY OF CONDITIONS
The recommendations and -opinions expressed in this report
reflect our best estimate of the project requirements based
on an evaluation of the subsurface soil conditions
encountered at the subsurface exploration locations and the.
assumption that the soil conditions do not deviate
ap_preciably_. from . those _encouptered. It should be
recognized that the performance of the foundations and/or
cut and fill slopes may be influenced by undisclosed or
unforeseen variations in the soil conditions that may occur
in the intermediate and unexplored areas. Any unusual
conditions :not covered in this report that may_ be
encountered during site development should be brought to
the attention of the soils engineer sothat he may make
modifications if necessary.
CHANGE IN SCOPE
This office should be advised of any changes in -the project'
scope of proposed site grading so that it may be determined
if the recommendations contained herein are valid. This
should be verified in writing or modified by a written
addendum.
•STE 8741089
TIME LIMITATIONS
July 14, 1987 Page 11
The findings of this report are valid as of this date.
Changes in the condition of a property can, however, occur
with the passage -of -time, whether they be due to natural
processes or the work of man on this or adjacent
properties. In addition, changes in the State -of -the -Art
and/or government codes may occur. Due to such changes,
the findings of this report may be invalidated wholly or in
part by changes beyond our control. Therefore, this report
should not be relied upon after a period of two years
without a review by us verifying the validity of the
conclusions and recommendations.
PROFESSIONAL STANDARD
In the performance of our professional services, we comply
with the standard of care and skill ordinarily vexercised
under similar circumstances by members of our profession
currently practicing under similar conditions and in the
same. locality. The client —recognizes that subsurface
conditions may vary from those encountered at the locations
where our borings, surveys, and explorations are made, and
that our data, interpretations, and recommendations are
based solely on the` information obtained by us. We will be
responsible for those data, interpretations, and
° recommendations, but shall not be responsible for the
interpretations by others of the information developed.
Our services consist of professional consultation and
observation only, and no warranty, express or implied, is
made or intended in connection with the work performed by
us or by the proposal for consulting or other services or
by the furnishing of oral or written reports or findings.
STE 8741089
July 14, 1987 Page 12
CLIENT'S RESPONSIBILITY
It is the responsibility of Presley of Southern California
or their representatives to ensure that the information and
recommendations contained herein are brought to the
attention of the engineer and architect for the project and
incorporated into the project's plans and specifications.
It is further their responsibility to take the necessary
measures to insure that the contractor and his
subcontractors carry out such recommendations during
construction.
FIELD EXPLORATION
Twenty subsurface explorations were made at the locations
indicated on the --attached Plate No. 1 on June 1, 1987 and
June 2, 1987. These explorations consisted oftrenches dug
by means of a backhoe. The fieldwork was conducted under
the observation of our engineering geology personnel.
The explorations were carefully logged—when--made:—These
logs are presented on the following Plate Nos. 3 through
22. The soils are described in accordance with the Unified
Soils Classification System as illustrated on the attached
simplified chart on Plate No. 2. In addition, a verbal
textural description, the wet color, the apparent moisture
and the density or consistency are provided. The density
of granular soils is given as either very loose, loose,
medium dense, dense, or very dense. The consistency of
silts or clays is givenas either very soft, soft, medium
stiff, stiff, very stiff, or hard.
Disturbed and undisturbed samples of typical and
representative soils were obtained and returned to the
laboratory for testing.
C
STE 8-741089
July 14, 1987 Page 13
LABORATORY TESTING PROGRAM
Laboratory tests were performed in accordance with the
generally accepted American Society for Testing and
Materials (ASTM) test methods or suggested procedures. A
- brief description of the tests performed is presented
below:
A. MOISTURE -DENSITY: Field moisture content and dry
density were determined following the field
investigation. This information was an aid to
classification and permitted recognition of variations
in material consistency with depth. The dry weight is
determined _in pounds _per -__cubic_ foot, and the field
moisture content is determined as a percentage of the
soil's dry weight. -The results are summarized in the
trench logs.
. CLASSIFICATION: Field classifications were verified in
the laboratory by visual examination. The final soil
class- ifications are in accordance with the Unified Soil
Classification System.
C. DIRECT SHEAR TEST: Direct shear tests were performed to
determine the failure envelope based on yield shear
strength of remolded specimens. The shear box was
designed to accommodate a sample having a diameter of
2.375 inches and a height of 1.0 inch. Samples were
tested at different vertical loads and at saturated
moisture content. The shear stress was applied at a
constant rate of strain of approximately 0.05 inches per
minute. The results of these tests are presented on
Plate No. 23.
C
•
STE 8741089
July 14, 1987 Page 14
D. COMPACTION TEST: The maximum dry density and optimum
moisture content of typical soils were determined in the
laboratory in accordance with-_ASTM--Standard_.Test D-1557-
78, Method A. The results of these tests are presented
on the attached Plate No. 23.
E. GRAIN -SIZE DISTRIBUTION: The grain size distribution
was determined for three representative samples in
accordance with ASTM Standard Test D-422. The results
of these tests _are presented in curve form on Plate No.
24.
SUBSURFACE EXPLORATION LEGEND
•
(:
•
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP SYMBOL
I. COARSE GRAINED, more than half
of material is larger than
No. 200 sieve size.
GRAVELS CLEAN GRAVELS GU
re tan half of
coarse fraction is
larger than No. 4 GP
sieve size but
smaller than 38.
GRAVELS WITH FINES
(Appreciable amount
of fines)
SANDS CLEAN SANDS
14 re than half of
coarse fraction is
smaller than No. 4
sieve size.
SANDS WITH FINES '
(Appreciable amount
of fines)
II FINE GRAINED, more than
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS
Liquid Limit.
less than 50
SILTS AND CLAYS
Liquid limit
greater than 50
HIGHLY ORGANIC SOILS PT
GM
GC
TYPI:AL NAMES
Well graded ;ravels, gravel -
sand mixtures, little or no
fines.
Poorly graded gravels, gravel
sand mixtures,. little or no
fines.
Silty gravels, poorly graded
gravel -sand -silt mixtures.
Clayey gravels, poorly .
graded gravel -sand, clay
mixtures.
SW Well graded sand, gravelly
sands, little or no fines.
SP Poorly graded sands. gravelly
sands, little or no fines.
91 Silty sands, poorly graded
sand and silty mixtures.
SC- Clayey sands. poorly graded
sand and clay mixtures.
ML Inorganic silts and very
fine sands, rock flour. sandy
silt or clayey -silt -sand -
mixtures with slight plas-
ticity.
CL Inorganic clays of low to
medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays.
OL Organic silts and organic
silty clays or low plasticity.
NI Inorganic silts, micaceous
or diatomaceous fine sandy
or silty soils, elastic •
silts.
CH Inorganic clays of high
plasticity, fat clays.
OH Organic clays of medium
to high plasticity.
Peat and other highly
organic soils.
— Water level at time of excavation
or as indicated
US — Undisturbed, driven ring sample
or tube sample
CK — Undisturbed chunk sample
BG — Bulk sample
SP — Standard penetration sample
SOIL end TESTING
ENGINEERS INC.
sr: RRR
DATE: 7/13/87
JOS NUMBER: 8741089
Plate No.
•
130 - 12/86
•
a
W
0
SAMPLE TYPE
CLASSIFICATION
TRENCH NUMBER 1
ELEVATION
DESCRIPTION
z cc
Q F-
a 0
a i
DRY DENSITY
a
1-
2
US
--Light-gray brown, SILTY SAND
w/gravels
Dry -humid
Loose
0.8
3'
4-
GM
Gray, SILTY GRAVEL
Dry -humid
Loose
5-
6-
7-
9
US
SM/GM
Gray brown, GRAVELLY. SAND
w/some cobbles
Grades to light yellow
brown
Humid
Med. dense
Bottom at 9'.
No groundwater encountered.
e7 SOIL and TESTING
ENGINEERS INC.
.A4
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/1/87
JOB NUMBER:
8741089
Plate No. 3
H
a.
w
0
SAMPLE TYPE
CLASSIFICATION
TRENCH NUMBER 2
ELEVATION
DESCRIPTION
2 CC
Q U)
a
a 2
APPARENT
CONSISTENCY
OR DENSITY
DRY DENSITY
a
W 27-4
C
Z
j W
O z
2 O
U
BG
2--
US
3-
4-
US
6-
7—
SM
SM
SP
GM
Light gray brown,STLTY—SAND Dry -humid
w/gravels
Loose
Yellow brown, SANDY GRAVEL/
GRAVELLY SAND w/ some
cobbles
Humid
Loose-med.
dense
0.9
8-
9-
10-
11—
SM/SP
Yellow brown to dark brown,.
SILTY POORLY GRADED SAND
w/gravels
Humid
Med. dense
12—
Bottom at 11 1/2'
No groundwater encountered.
•
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/1/87
JOB NUMBER
8741089
Plate No. 4
•
0-
0
SAMPLE TYPE
TRENCH NUMBER 3
ELEVATION
DESCRIPTION
Z CC
Q I-
< -
a i
OR DENSITY
DRY DENSITY
0
a
>Z
O
<
w a.
CC
0
US
SM
Gray brown, SILTY SAND
Dry --
- Loose -
2-
3-
4-
5-
6-
8
US
US
GM
Light yellow brown, SANDY
GRAVEL w/ cobbles
Dry -humid
Loose-med.
dense
0.5
0.4
9-
10
SM/SP
Yellow brown to dark browny
GRAVELLY SAND
Humid -moist
Med. dense
Bottom at 10'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/1/87
JOB NUMBER:
8741089
Plate No. 5
•
H
w
a
SAMPLE TYPE
-J
N
CLASSIFICATION
TRENCH NUMBER 4
ELEVATION
DESCRIPTION
Z CC
¢ j
a N
i
U
2 Iw- Z
la
a co a
az
O O
0
DRY DENSITY
v
a
BG
SM
Gray brown, GRAVEL -SAND -
SILT MIXTURE
Dry
Loose
2-
3—
5-
6
GM
US
Yellow brown, SANDY GRAVEL
Dry -humid
Loose-med.
dense
0.7
_ 9-
10-
11
SM/SP
US
Yellow brown, GRAVEL -SAND -
SILT MIXTURE
Humid -
moist
Med. dense
1.6
Bottom at 11'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/1/87
JOB NUMBER:
8741089
Plate No. 6
•
a
w
0
w
a
LU
-J
a
-<
-J
N
CLASSIFICATION
TRENCH NUMBER 5
ELEVATION
DESCRIPTION
F... U
• z
• ►w- Z
a. Z• 0
cc
< 0 0
DRY DENSITY
C)
a.
w
CC
t% w
z
1
2-
3
SM
US
Gray brown, SILTY SAND
Dry -humid
Loose
GM
Yellow brown, SANDY GRAVEL
Humid
Loose-med.
dense
4-
5-
6-
8-
10
US
SM/SP
Light yellow brown, GRAVELLY
SAND w/trace cobbles
Grades to orange brown
Humid -
moist
0.9
Bottom at 10'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
JOB NUMBER:
MH
8741089
DATE LOGGED:
6/1/87
Plate No. 7
•
r
I
a
W
SAMPLE TYPE
CLASSIFICATION
TRENCH NUMBER 6
ELEVATION
DESCRIPTION _
ZLU
2 F-
a co
a 2
}
f. 0
Z Z
W W
CC F-
co
a Z
0
OR DENSITY
W
Q
J
w
CC
COMPACTION (%)
2-
3
BG
-tight-yellow brown/gray
brown, SILTY SAND
Dry -humid
Iery loose-
Med. dense
4 -=-
5
6
8
9—.
10 —
11
GM
US
Light yellow brown, SANDY
GRAVEL w/trace cobbles
Grades to dark brown
Humid -
moist
Med. dense
0.5
Bottom at 11'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
JOB NUMBER:
8741089
DATE LOGGED:
6/1/87
Plate No. 8
C
1
SAMPLE TYPE
J
N
CLASSIFICATION
TRENCH NUMBER 7
ELEVATION
DESCRIPTION
APPARENT
CONSISTENCY
OR DENSITY
RELATIVE
COMPACTION (%
SM
US
Gray brown, -SitTY--SAND
w/trace gravels
-Dry
-Very loose
2-
3-
6-
8-
9
GW
US
US
Yellow brown, SANDY GRAVEL
w/cobbles
Dry -humid
Loose-med.
dense
0.5
1.8
Bottom at 9'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/1/87
JOB NUMBER:
8741089
Plate No. 9
SAMPLE TYPE
CLASSIFICATION
TRENCH NUMBER 8
ELEVATION
DESCRIPTION
LIJ
Z CC
Q I-
cn
a. —
a. 2
APPARENT
CONSISTENCY
OR DENSITY
DRY DENSITY
U
a
w
-
J
w
CC
0
U
0
U
SM
Gray brown, SILTY SAND
Dry
Loose—med.,
dense
2—
3--
4--
5'
9
GW
US
Yellow brown to gray, SANDY
GRAVEL
Dry -humid
Loose-med.
dense
0.5
SM/SP
Orange brown, GRAVELLY SAND
Humid -
moist
Loose-med.
dense
Bottom at 9'
No grQundw,ater --encountered.
SOIL end TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/1/87
JOB NUMBER:
8741089
Plate No. 10
r-
•
a.
w
0
SAMPLE TYPE
—J
ITS
CLASSIFICATION
TRENCH NUMBER 9
ELEVATION
DESCRIPTION
w
w cc
Q 0
2
OR DENSITY
DRY DENSITY
0
> O
U
Q
wcc
Q,
O
U
US
SM
Gray brown, SILTY SAND
w/gravel + cobbles
Dry
Loose
0.4
3—
4-
5-
6—
(.
(;.
8-
9—
US
US
GW
Light gray to yellow brown,
SANDY GRAVEL
Grades to orange brown
Dry -humid
Loose-med.
dense
0.6
0.4
10—
Bottom at 9 1/2'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/1/87
JOB NUMBER:
8741089
Plate No. 11
•
2
a.
w
0
1
W
a.
W
J
co
-J
CLASSIFICATION
TRENCH NUMBER 10
ELEVATION
DESCRIPTION
}
� U
Z
uj
Q W
a o
z
Q 0 0
DRY DENSITY
o.
-J
CC
COMPACTION (%)
US
SM
Gray brown, SILTY SAND
w/gravel
Dry
Loose
2-
BG
4-
5-
9-
US
10-
GW
Light gray to light yellow
brown, SANDY GRAVEL
w/cobbles
Dry -humid
Med. dense
1.3
12—
Bottom at 11 1/2'
No groundwater encountered..
SOIL end TESTING
ENGINEERS INC.
Adii
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/1/87
JOB NUMBER: 8741089
Plate No. 12
C
•
w
w
0
SAMPLE TYPE
J
co
CLASSIFICATION
TRENCH NUMBER 11
ELEVATION
DESCRIPTION
W CC
Q CC N
a. 0
a i
OR DENSITY
U
W V
G a
et
' . RELATIVE
COMPACTION (%)
1-
2-
3-
4
US
US
SM
—L4gh-t-gray-to- light yellow
brown, SILTY SAND w/gravel
Dry -humid
Loose
0.9
6-
9-
10
GM
Yellow brown, SANDY GRAVEL
Grades to "orange brown
Dry -humid
Loose-med.
dense
Bottom at 10'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: MH
DATE LOGGED: 6/1/87
JOB NUMBER:
8741089
Plate No. 13
w
0
1
SAMPLE TYPE
-J
N
CLASSIFICATION
TRENCH NUMBER 12
ELEVATION
DESCRIPTION
¢ I -
a 0
a i
}
0
Z Z
cr I-
N
a Z
0
Z.
w
0
cc
0
Co
W v
0 a
¢_
0
w
CC
D Z
cn w
2 O
U
w
5
cc
COMPACTION (%)
SM
Gray brown, SILTL.SMlD-
w/gravels
wry-humid--
--L-oose
2-
3-
4-
5-
6-
9-
to-
BG
US
GM
Light gray to yellow brown,
SANDY. GRAVEL w/cobbles
Grades to orange brown
Dry -humid
Loose-med.
dense
1.1
Bottom at 10':
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE
EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
.6/1/87
JOB NUMBER:
8741089
Plate No. 14
•
H
a.
w
a
SAMPLE TYPE
TRENCH NUMBER 13
ELEVATION
DESCRIPTION
Z CC
CC I -
a. —
a i
U
I- Z
Z W
W
Q 6-
CL
am
a Z
U
OR DENSITY
DRY DENSITY
V
a
w Z
>
< H
J <
W a.
cc i
0
U
1—
US
SM
Tan to light gray, SILTY
SAND w/gravels
Dry
Loo-se--
2-
3-
4-
5-
6-
8-
9-
10
US
SM/SP
Yellow brown, slightly SILTY
POORLY GRADED SAND
Grades to orange brown
Dry -humid
Loose-med.
dense
1.4
41.1
Bottom at 10'
No.groundwater encountered.
SOIL end TESTING
ENGINEERS INC.
.44
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/2/87
JOB NUMBER:
8741089
Plate No. 15
•
w
a
W
0
SAMPLE TYPE
_J
O
CLASSIFICATION
TRENCH NUMBER 14
ELEVATION
DESCRIPTION- -
z CC
Q H
<CL
a i
V
Z Z
W �
CCN
a CO
Q Z
0
OR DENSITY
DRY DENSITY
a
W g
CC
F.
F, Z
z
to W
2-
3-
4-
5
SM
GW
BG
Gray brown, SILTY SAND
Light gray to yellow brown,_
SANDY GRAVEL w/cobbles
Dry
Dry -humid
Loose
Loose-med.
dense
6-
- US
GM
SM
.SP
Yellow brown to orange
brown, SILTY -SANDY GRAVEL
Humid
Med. dense
1.0
Bottom at 7' due to heavy
caving.
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED: 6/2/87
JOB NUMBER:
8741089
Plate No. 16
2
2
SAMPLE TYPE
Jo
CLASSIFICATION
TRENCH NUMBER 15
ELEVATION
DESCRIPTION
Z CC
CC
D. y
a. i
}
Z Z
ia CO
cc et N W
ZQ. CD
O
cc
0 O
DRY DENSITY
SM
US
Gray brown, SILTY SAND
w/gravel + cobbles
Dry -humid
Loose
0.4
3—
6—
US
BG
US
GW
SM
Gray to yellow brown, SANDY
GRAVEL w/cobbles
Orange brown,_FINE SILTY
SAND
Dry -humid
Moist
Loose-med.
dense
Med. dense
0.6
6.4
12
SP
Yellow brown, GRAVELLY SAND
Moist
Med. dense
Bottom at 12'
No groundwater encountered.
iflr SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED 6/2/87
JOB NUMBER
8741089
Plate No. 17
•
w
a.
w
c
SAMPLE TYPE
J
co
CLASSIFICATION
TRENCH NUMBER 16
ELEVATION
DESCRIPTION
Z ¢
UJ
CC I-
< U)
a a. O
2
DRY DENSITY
a
w
Q
J
w
Q
COMPACTION (%)
1—
US
SM
3.ray brown, SILTY SAND
w/gravel
Dry
Loose -
3-
4-
5-
6-
7—
• —
US
9--
GM
Yellow brown to brown,
--SANDY GRAVEL w/cobbles
Dry -humid
Loose-med.
dense
2.6
10—
Bottom at 9 1/2'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED: 6/2/87
JOB NUMBER:
8741089
Plate No. 18
•
(.
2
a.
w
0
1
SAMPLE TYPE
J
Co
CLASSIFICATION
TRENCH NUMBER 17
ELEVATION
DESCRIPTION
;APPARENT
DRY DENSITY
a.
COMPACTION (%)
SM
BG
Gray to yel tow; -SILTY -SAND--
- --Dry
- Loose
2-
3--
4—
US
5-
6-
7-
8—
GM
Yellow brown, SANDY GRAVEL
w/cobbles
-Grades to orange brown -
Dry -humid
4.0
Loose-med.
dense
1.5
Bottom at 9'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/2/87
JOB,NUMBER: 8741089
Plate No. 19
C_
C
•
w
w
0
SAMPLE TYPE
-J
N
CLASSIFICATION
TRENCH NUMBER 18
ELEVATION
DESCRIPTION
LIJ
Z CC
ICJ CC t-
aCO
—
APPARENT
V
w
o
Z cc
U O
wCC
3 Z
F-
8
> 0
gU
w a.
CC 2
0
0
2—
US
SM
Gray to tan, SILTY SAND
w/gravel
Dry
-Loose
0.6
3-
4—
US
7-
8-
9
10—
GM
Yellow brown, SANDY GRAVEL
Grades to orange brown
Grades to brown .
Dry -humid
Med. dense
1.7
11 —
Bottom at 10 1/2'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
JOB NUMBER
8741089
6/2/87
Plate No. 20
•
r
w
0
SAMPLE TYPE
Z
0
J
co co—
J
U
TRENCH NUMBER 19
ELEVATION
DESCRIPTION
I- ILI
w CC
CC
< N
O.
APPARENT
DRY DENSITY
U
a
w
w
_cc
COMPACTION (%)
1
2
SM
Gray brown, SILTY SAND
m/gravel
Dry
Loose
3-
4—
US
BG
SM/SP
Yellow brown, GRAVELLY SAND
w/cobbles
Dry -humid
Loose-med.
dense
0.8
5-
6-
7--
8—
GM
Orange brown, SANDY GRAVEL
wjcobbl es
Humid
Med. dense
9—
Bottom at 8 1/2'
No groundwater encountered.
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
MH 6/2/87
JOB NUMBER:
8741089 Plate No. 21
•
(
w
a
SAMPLE TYPE
CLASSIFICATION
TRENCH NUMBER 20
ELEVATION
DESCRIPTION
APPARENT
CONSISTENCY
OR DENSITY
DRY DENSITY
U
a
w
D
w
O
w
a
J
w
Q
COMPACTION (%)
1-
2-
3-
4-
SM
US
US
Gray to tan, SILTY SAND
w/cobbles
Dry -humid
Loose
1.6
5-
6-
10
SM/SP
Yellow brown, SLIGHTLY SILTY
POORLY GRADED SAND w/gravels
Grades to orange brown
Dry
Med. dense,
Bottom at 10'
No groundwater encountered.
411.0.1
SOIL and TESTING
ENGINEERS INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
MH
DATE LOGGED:
6/2/87
JOB NUMBER:
8741089
Plate No. 22
DIRECT SHEAR TEST RESULTS
SAMPLE —
--- DESCRIPTION -
angle of
Internal
friction C)
cohesion
Intercept
(psf)
T-2 @ 0-2'
Remolded 59 90%
40
0
T-4 @ 0-1'
Remolded to 90%
37
75
T-10 @ 3-4'
Remolded to 90%
36
50
T-19 @ 2-3"
Remolded to 90%
37
0
. MAXIMUM DENSITY and OPTIMUM MOISTURE CONTENT
ASTM D-1557 METHOD A
SAMPLE
DESCRIPTION -
maximum
density
(pcf)
optimum
moisture
content (%)
T-2 @ 0-2'
Brown, SANDY GRAVEL/GRAVELLY. SAND
131.5
7.0
T-4 @ 0-1'
Dark Brown, GRAVELLY SILTY SAND
129.3
9.2 •
T-10 @ 3-4'
Tan brown. GRAVELLY SAND W/COBBLES
132.7
6.5
T-19 @ 2-3'
Tan brown, GRAVELLY SAND W/COBBLES
128.7
6.2
II/
801E end TESTING
ENGINEERS INC.
BY RN
DATE 7/10/87
AC
JOB NO. 8741089
Plate No. 23
r`•
•
8801P1.8 'ON eor
z
Pt 'oN •WId
0
m
L8/OL/L
N
N
m
NOIll81a1Si0
10
9
8
1
36• 18•
•
US{ Standard Sieves
2" I• %• *10 *20 *40 *60
Hydrometer
(Minutes)
1 . 6. 3 1
•
'3b' 44 ' M6
*5o .I�O Ng09 I 2 a 30 -IOU i+�B
1.24•
cr;*
i
1:
2
5
3D
ISO
-
I4•
•
4 1
•
.
.
3
•
.967.
•6
.4
•
,5
,
•9878
�'
)98785. 4 3 2 98766 4 3• 2
)00 100 10
5 4 3
2
9.8785 3 2
9876
4
3y2
OI
5 4T3 2
.001
PARTICLE
Groin Size (m ml
T-2 at O-2'
' — — — — — — T-4 at 1'
SIZE
T-19 at 2-3'
LIMITS
1
BOULDER i COBBLES
1
GRAVEL
SAND
SILT OR CLAY
Coarse
Fine
Coarse
Medium
Fine
(12 In.)
3 in. 3/4 In.
No.4
Nor10
No.40 No.200
U.S. STANDARD SIEVE SIZE
(50 Off.)
L.
a
ASSOCIATED LABORATORY'S
806 North. Batavia - Orange, California 92668 - 714/771-6900
CLIENT
Soil & Testing Engineers LAB NO. F34565
-165-West Orangethorpe
-Placentia, CA 92670 REPORTED 6/17/87
Attn: Bob Russell
SAMPLE
IDENTIFICATION
BASED ON SAMPLE
Soil
As Below
As Submitted
8731072 - B1 @ 0-2'
8741078 - T2 @ 11'
-8741085 - B2 @ 1-3'
(-8741089 - T4 @ 0-1'
8741089 - T10 @ 3-4'
RECEIVED 6/11/87
SULFATE
0.153%
ND<0.001%
0.026%
ND<0.001%
ND<0.001%
8751044 - T2 @ 2'
ND< 0.001%
8751046 0.012%
ASSOCIATED LABORS ORIE
Tit
L. P
TLP/ql
NOTE: Unless notified in writing, all samples will be discarded
by appropriate disposal protocol 30 days from date reported.
The reports of the Associated Laboratories are confidential property of our clients and
may not be reproduced or used for publication In part or in full without our written
permission. This Is for the mutual protection of the public, our clients. and ourselves.
TESTING & CONSULTING
Chemical •
Microbiological •
Environmental •
;•1 10M
TENTATIVE TRACT 12314
-- BASELINE ROAD -NEAR -CITRUS AVENUE
FONTANA, CALIFORNIA
RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
GENERAL INTENT
The intent of these specifications is to establish procedures
for clearing, compacting natural ground, preparing areas to be
filled, and placing and compacting fill soils to the lines and
grade-s- shown on the accepted plans. The recommendations
contained in the preliminary geotechnical investigation report
and/or the attached Special Provisions are a part of the
Recommended Grading Specifications and shall supersede the
provisions contained hereinafter in the case of conflict.-- These
specifications shall only-b-e--us-e-d in conjunction with the
geotechnical report for which they are a part. No deviation
from these specifications will be allowed, except where
specified in the geotechnical report or in other written
communication signed by the Soil Engineer.
OBSERVATION AND TESTING
Soil and Testing Engineers, Inc., shall be retained as the Soil
Engineer to observe and test the earthwork in accordance with.
these specifications. It will be necessary that the Soil
Engineer of his representative provide adequate observations so
that he may provide an opinion that the work was or was not
accomplished as specified. It shall be the responsibility of
the contractor to assist the soil engineer and to keep him
Appendix, Page 2
apprised of work schedules, changes, and new information and
data so that he may provide these opinions. In the event that
any unusual conditions not covered by the special provisions or
preliminary soil report are encountered during the grading
operations, the Soil Engineer shall be contacted for further
recommendations.
If in the opinion of the Soil Engineer, substandard conditions
are encountered, such as: questionable or unsuitable soil,
unacceptable moisture content, inadequate compaction, adverse
weather, etc., construction would be stopped until the
conditions are remedied or corrected or he shall recommend
rejection of this work.
Test methods used to determine the degree of compaction should
be performed in accordance with the following American Society
for Testing -and Materials test methods:
Maximum Density & Optimum Moisture Content - ASTM D-1557-78.
Density of Soil In -Place - ASTM D-1556-64 or ASTM D- 2922.
All densities shall be expressed in terms of Relative Compaction
as determined by the foregoing ASTM testing procedures.
PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush and debris derived from clearing.
operations shall be removed, and legally disposed of. All areas
disturbed by site grading should be left in a neat and finished
appearance, free from unsightly debris.
After clearing or benching, the natural ground in areas to be
filled shall be scarified to a depth of 6 inches for the minimum
degree of compaction in the Special Provisions or the
recommendation contained in the preliminary geotechnical report.
Appendix, Page 3
All loose soils in excess of 6 inches thick should be removed to
firm natural ground which is defined as natural soils which -
possesses an in -situ density of at least 90% of its maximum dry
density.
When the slope of the natural ground receiving fill exceeds 20%
(5 horizontal units to 1 vertical unit) , the original ground
shall be stepped or benched. Benches shall be cut to a firm
competent soil condition. The lower bench shall be at least 10
feet wide -or 1 1/2 -times the equipment width whichever is
greater, and shall be sloped back into the hillsideat a
gradient of not less that two (2) percent. All other benches
should be at least 6 feet wide. The horizontal portion of each
bench. shall be compacted prior to receiving fill as specified
hereinbefore for compacted .natural_ground_ Ground slopes
flatter than 2D% shall be .benched whenconsidered necessary by
the Soil Engineer. - .
Any abandoned structures encountered during grading operations
must be totally removed. All underground utilities to be
abandoned beneath any proposed_ structure should be removed from
within 10 feet of the structure and properly capped off. The
resulting depressions from the above described procedures should
be backfilled with acceptable soil that is compacted to the
requirements of the Soil Engineer. This includes,but is not
limited to, septic tanks, fuel tanks, sewer lines or leach
lines, storm drains, and water lines. Any buried structures or
utilities not to be abandoned should be brought to the attention
of the Soil Engineer, so that he may determine if any special
recommendation will be necessary.
All water wells which will be abandoned should be backfilled and
capped in accordance to the requirements set forth by the Soil
Engineer. The top of the cap should be at least 4 feet below
finish grade or 3 feet below the bottom of footing whichever is
Appendix, Page 4
greater. The type of cap will depend on the diameter of the
well and should be determined by the Soil Engineer and/or a
qualified Structural Engineer.
FILL MATERIAL
Materials to be placed in the fillshallbe approved by the Soil
Engineer and shall be free of vegetable matter and other
deleterious substances. Granular soil shall contain sufficient
fine material to fill the voids. The definition and disposition
of oversized rocks, expansive and/or detrimental soils are
covered in the geotechnical report or special provisions.
Expansive soils, soils of poor gradation, or soils with low
strength characteristics may be thoroughly mixed with other
soils to provide satisfactory fill material, but only__with_the
explicit consent of the Soil Engineer-.- Any import material
shall be approved by the Soil Engineer before being brought to
_______the site.
PLACING AND COMPACTION OF FILL
Argo
Approved fill material shall be placed in areas prepared to
receive fill in layers not to exceed 6 inches in compacted
thickness. Each layer shall have a uniform moisture content in
the range that will allow the compaction effort to be
efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to a
minimum specified degree of compaction with equipment of
adequate size to economically compact the layer. Compaction
equipment should either be specifically designed for soil
compaction or of proven reliability. The minimum degree of
compaction to be achieved is specified in either the Special
Provisions or the recommendations contained in the preliminary
geotechnical report.
Appendix, Page 5
When the structural fill material includes rocks, no rocks will
--be allowed to nest and all voids must be carefully filled with
soil such that the minimum degree of compaction recommended in
the Special Provisions is achieved. The maximum size and
spacing of rock permitted in structural fills and in non-
structural fills is discussed in the geotechnical report, when
applicable.
Field observation and compaction tests to estimate the degree of
compaction of the fill will be taken by the Soil engineer or his
representative. The location and frequency of the tests shall
be at the Soil Engineer's discretion. When the compaction test
indicates that a particular layer is less than the required
degree of compaction, the layer shall be reworked to the
satisfaction of the Soil Engineer and until the desired relative
compaction has been obtained.
Fill slopes shall be compacted by means_ of_sheepsfoot_rollers or
other suitable equipment. Compaction by " sheepsfoot" rollers
shall be at vertical intervals of not greater than four feet.
In addition, fill slopes at ratios of two horizontal to one
vertical or flatter, should be gridrolled. Steeper fill slopes
shall be over -built and cut -back to finish contours after the
slope has been constructed. Slope compaction operations shall
result in all fill material six or more inches inward from the
finished face of the slope having a relative compaction of at
least 90% of maximum dry density or that specified in the
Special Provisions section of this specification. The
compaction operation of the slopes shall be continued until the
Soil Engineer is of the opinion that the slopes will be stable
in regards to surficial stability.
Slope tests will be made by the Soils Engineer during
construction of the slopes to determine if the required
compaction is being achieved. Where failing tests occur or
C
roblems arisee Contractor wrill
n'#a�,� �,
conditios by Jwri.tten °commune catilon
n
.ii'y ;7 .-. v�'-`.k'<h" P44:,,, p'z''.r��F, !•D�i'�rxd , ad5^,• }' � ..,, h +r f�S r'�
En'� ?a
gineer's or phis representative min the form
♦.. r e'"„�. t ``
ti�� a •q�a. �y,t�C � [ t ��,}�! �.xr�� x �'rr p `r�r 5.7a� � S � � y;� •rff �r�ro �''� �%y s, "Y' y y� r•.vi4ii'
re or
`� }�'t'?'`,fi 4P M,J,r< .,*y ..ra ,� '-" �. a� J+d..``� Y y T'7 •s ,�.cx T �1`{�* `Ss. }' ,d^4.-Af37
�vsi'�'�� a�.°a. � ... � t''...� �..'fr•�w`. �.�,'r�:�� ,' �; � . ". p L-Y;b�,.::.���� r'��,Y rt� .`S-., � �� s
If the method tof achieving the required slope compaction
:• ..,.b +.v _ .ter �i•.f., �C - + ".gas,,.- f . a�,." rAx
selected aby ..the Contractor fails to produce the necessary
results, the Contractor shall rework or rebuild .such slopes
until the required degree of compaction is obtained, at no cost
to the Owner or Soils Engineer. t '"
he Engineering Geologist shall inspect cut slopes excavated in
ock or :lithified : formational material during the gradin
• • F+ i.. :.{ -:
operations fat intervals; determined. at :his discretion. If an
ieµ:4Y. + ' "t..bs-1tv1r'-•i,V�� y i`,Y )..`r•. 6•e N,.:, x'� k�7 i s - �:d ?� r
all be analyzed by the Engineering Geologist an
4ti.
determine ifrmitigating'measures,.are£necessary
a:t zS.r67 '& .,.;t •i, 5`,3xcTs.,�zorzc `. % _ mtR,',� 1. nd7' c7S? ?i'Gf sd�d4,k`7,?�i'A.P„f..1 4�"f9kr?c'�' :a#�i fi"1
Unless ,otherwise'specifiedz<iin the `geote�gc�,hnical#report
li.,: x �?+. 5 f yynp T y 03 t ,,t10-. tiNi'% `� i } 75 j� YLh a 1 aa; ?vets
thanthat'a
slopes shall be 'excavated ,higher orAsteeper=s
- ti?tiLt Fak. 0, tt 'tx4`' `, t�`i ` �X�`r: a7•.' �Et te4=i:�"'$04x,Vag' F?: € 4 :44fa •' �*WOO*
the ordinances of the;;controlling Kgovernmental agency:
Field ?observation eby the Soil „Engineer orrhs representative
R :A i'y,4 '� i".j J +., ..—,4'dr, rr'5.:-: � 'g 'b;. vx•+ yqy<, 't, :r�t +� �,'t 3 �P+L' � {a J,�-���''4�'sA.S ,g�^� 'A� � ,*.r•. *' _ wau -n .1
shall Abe Ma
de :the ,filling andr compacting operations Aso
.'�F.f41ei W, . VY S `#„.,y L " 1 3�•2 �P"... zt v'fti3•' d r �fit.4, th S�i 7ti 'fir ur.y:<" ^' r. r'+ 'y , '!°'.$';l ir` ` 3rx,. _.
;that he can express his :opinion regarding the conformance of ,the
^t'.`- t, . _ e f !c. �;s -, .:A y - ^.,?; ',* : 'S�v T •._ .v . ,th :; t, t ,,_,-
grading with 'acceptable standards Of practice: *okThe:presence of
the'Soil Engineer di his representativefor,the observation and
testing shall not release the Grading 'Contractor from his duty
•
, ' • .
- • '
" •
-4 444,•V-
. =;'`' •••• • ,4 • • -`15:7-=':i.:f?,118:4-,,,V!!‘ • „
Fill -,'"unfavorable Weather conditions.:-
• when 'work is -interrupted by heavy rain; : filling. operations shall
not be resumed until the proper moisture content and density of
the fill materials can be achieved. Damaged site conditions
resulting from weather or acts of God shall be 'repaired before
acceptance of work. .
- „ , •
e-r... : "
RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS
The minimum .,.,degree_L'A:pf ..-compaCtionr;to.- be .j:obtained in compactin
'''''1.`:•,O ' :
natural 4:ground bin.'";.the'icompacted - ecompacted-
• •- • 4•77-...•,;'•':?.-•1 :
backfill_Lshall:.be at ..least 9O percent.
-et
"rr*. 4reir,
'?§Y•s,
TRANSITION LOTS: Where transitions between Cut and filloccur-
•,/," ‘t.; ,rg...2 • r \ •
; withinthe 'proposed , g:p,a :'.L'tohtquyFo
undercut a minimum of one foot below' the ',:base of the proposed
• `•74.1. t44
footings and recompacted as structural backfill.' In certain
cases that would be addressed in the geotechnical report,
4,01
PRESLEY of SOUTHERN CALIFORNIA
LETTER OF TRANSMITTAL
TO: MADOLE AND ASSOCIATES, INC.
1820 E. Sixteenth St.
Santa Ana, CA 92701
ATTN• Milt Madole
DATE• July 24, 1987
TRACT. 12 314 LOTS.
SUBJECT. FONTANA
We are enclosing: EXHEREWITH 0 UNDER SEPARATE COVER
NO. OF COPIES
1 Soils Report by Soil and testing Engineers, Inc.
DESCRIPTION
STATUS: SENT FOR YOUR: PLEASE NOTE:
❑ PRELIMINARY 0 APPROVAL 0 REVISIONS
❑ REVISED 0 SIGNATURE 0 ADDITIONS
❑ APPROVED N USE 0 DELETIONS
O REVIEWED 0 FILE 0 CORRECTIONS
O W INFORMATION 0
REMARKS
CC:
PRESLEY OF SOUTHERN CALIFORNIA
BY• ))avP (;raf
17991 Mitchell South • Irvine, California 92714-6095 • (714) 660-0660
Mailing Address: Post Office Box 19672 • Irvine. California 92713-9672
) Th
cc, /A-,,
GEOTECHrICAL SERVICES
PROPOSAL EVALUATION CRITERIA
.%h
/ 1) Cypress Sewer
i s-L 2) Citrus Storm Drain
,y�dr -j 3) Highland/Haven Sewer & Storm Drain
4) Baseline and Almeria Sewer
WEIGHTED WEIGHTED
FACTOR SCORE* WEIGHT SCORE
1. Qualifications of Firm
a. Relevant experience of the
firm
b. Reputation of firm, based
upon references
c. Qualifications of personnel
to be assigned; experience,
training, communicative
skills
2. Technical Approach
a. Responsiveness to meet or
exceed request for
proposal
b. Schedule validity or
applicability
c. Ability to communicate
"product" in an
organized, clear and
convincing manner
Fees (Blind env
recommended pro
*Score
nacceptable
1 - Poor
2 - Fair
3 - Good
4 - Excellent
Reviewer's Name:
lope of
osal)
FIRM'S NAME:
3
Z,
3
2.�
20%
10%
10%
,r
Subtotal 90% -zs-0
10%
TOTAL 100%
C f/J —
Date:
7- z
zcJ�
• H • �J • INCORPORATED
P.O. Box 231 • 1355 East Cooley Drive, Colton, CA 92324 • Phone (714) 824-7210
11910 Hesperia Road, Suite 2 • Hesperia, CA 92345 • (619) 949-0006
May 27, 1992
City of Fontana
Community Development Department/Engineering Division
8353 Sierra Avenue
Fontana, California 92335
Attention: Mr. Robert W. Weddle
Subject: Proposal to Provide Engineering Geotechnical Services
City of Fontana, California
Dear Mr. Weddle:
As requested, we are submitting this proposal to provide geotechnical observation and compaction
testing services for four capital improvement projects, as well as a geotechnical evaluation of one
of the projects. The specific location of each project and the scope of services required were
indicated in your Request for Proposal letter dated May 7, 1992. As we understand it, our services
would be required for the Cypress Avenue Sewer Line Construction, Citrus Avenue Storm Drain,
Infra —Structure Improvements to Tract No. 3348 (Highland/Haven Tract) and Sewer Construction
on Baseline and Almeria Avenues in the City of Fontana. In addition, a geotechnical evaluation will
be required on the Citrus Avenue Storm Drain project. In preparation of this proposal, the
improvement plans for each project available at the City of Fontana were reviewed for specific
information regarding quantities, and this information was utilized in preparing the cost estimate for
this project.
SOILS ENGINEERS • MATERIALS TESTING AND EVALUATION • CONSTRUCTION INSPECTION
•
J •)•
City of Fontana
Page No. 2
May 27, 1992
In accordance with your Request for Proposal, our scope of services and the associated costs have
been included separately from this letter. To illustrate our knowledge and experience in the area,
we have enclosed a partial list of similar projects completed for various clients within the area.
Regarding the time frame for completion of the project, the four construction observation projects
will proceed according to time frames followed by the general contractor performing the work. Our
services are provided as needed by the general contractor and, as such, our time frame is determined
by the progress of the project. All compaction testing and observations services will be provided
by this firm on a time and materials basis.
Regarding the subsurface soils investigation, approximately two to three weeks will be required to
issue the final report after completion of the field investigation. A more detailed description of our
scope of services, along with estimated costs, has been included in a separate envelope submitted
with this proposal.
OUALIFICATIONS
C.H.J., Incorporated has been providing geotechnical services in the Southern California area since
1964. Our firm has been providing geotechnical investigation services, materials testing and
observation, laboratory testing, plant inspections and construction performance testing on aggregate,
concrete and asphalt throughout its history. Since inception, we have prided ourselves on the ability
to accomplish assigned tasks within time constraints and budget limitations, while maintaining high
quality services. Personal interaction and cooperation of all members of this firm makes such
compliance our routine.
With our main office on Cooley Drive in Colton and our readily available staff, we will be able to
respond to your needs instantaneously. In this way, you can be assured that our services will be
completed in a timely fashion.
City of Fontana
Page No. 3
May 27, 1992
C.H.J. maintains laboratory services to provide full support for design and construction performance
testing on soils, asphalt concrete, structural concrete and roadway bases and has been inspected by
the National Bureau of Standards, Cement and Concrete Reference Laboratory, the Army Corps of
Engineer and State of California Department of Transportation. These services have been provided
to both public and private sector clients on a broad range of projects.
As required, a brief project organizational chart has also been included as an enclosure to this letter
to illustrate the organizational structure of our company. As indicated within the chart, all field
personnel are supervised by our Operations Manager and all laboratory personnel are supervised by
our Laboratory Director. The field and laboratory sections of the project are in turn managed and
supervised by the Staff Engineer assigned to the specific project. Once the field and laboratory test
data are gathered, the Staff Engineer combines all data and formulates the engineering recommenda—
tions to be provided. The Staff Engineer is in turn supervised the Project Engineer who is involved
in all projects and also maintains direct contact with the field and laboratory sections as required.
Before all conclusions and engineering recommendations are finalized, the project is discussed in
detail with the Principal Engineer who maintains overall responsibility. Throughout the project the
Staff Engineer will serve as the client contact in order to keep the client abreast with developments.
Prior to the beginning of the project, we would request that our firm be present at the pre —
construction meeting in order to introduce ourselves to all parties involved, as well as establish our
scope of responsibility for the project. The specific technicians assigned to each project, as well as
the office contacts will be notified to the City of Fontana prior to start of the project.
As required, resumes of key personnel indicating their experience with the company have been
enclosed with this letter. Also included with this proposal letter is our current SF254 form to
illustrate our experience.
(C•N•c�•
City of Fontana
Page No. 4
May 27, 1992
We appreciate the opportunity to submit this proposal, and look forward to continuing our excellent
working relationship with the City of Fontana. We would be happy to personally discuss the scope
of services outlined in this letter if desired. If you should have any questions concerning this
proposal, please do not hesitate to contact this firm at your convenience.
Respectfully submitted,
C.H.J., INCORPORATED
Ben Williams, Staff Engineer
Donald M. Matthews, P.E.
Project Engineer
Robert J. Johnson, P.E.
Senior Vice President
BW/DMM/RJJ:tlp
Enclosures: Partial List of Similar Projects
Resumes
Project Organizational Chart
SF254 Form
PARTIAL LIST OF SIMILAR PROJECTS
Project Name and Location Name and Address of Client
Chino Hills InfraStructure
City of Chino Hills, CA
Fontana Heritage Project
City of Fontana, CA
Various Storm Drain and
Flood Control Projects
Riverside County, CA
Various Utility Line Projects
City of San Bernardino, CA
Broderson Reservoir Pipeline
Pigeon Pass Road
Moreno Valley, CA
City of Chino Hills
Chino Hills Manager's Office
13260 Central Avenue
Chino Hills, CA
Contact: Mr. Chris Vogt
Tel: (714) 590-5280
City of Fontana
c/o Fontana Heritage West End Assoc.
230 Newport Center Dr., Ste. 300
Newport Beach, CA
Contact: Mr. Roger Hatch
Tel: (714) 720-1166
Riverside County Flood Control and
Water Conservation District
1995 Market Street
Riverside, CA
Contact: Mr. Steve Thomas
Tel: (714) 275-1200
City of San Bernardino
300 North "D" Street
San Bernardino, CA
Contact: Mr. Roger Hardgrave
Tel: (714) 384-5111
Eastern Municipal Water District
P. O. Box 8300
San Jacinto, CA
Contact: Mr. Joe Van Sickle
Tel: (714) 925-7676
Cypress Avenue Sewer NBS/Lowry
Cypress Avenue 164 Hospitality Lane
City of Fontana, CA San Bernardino, CA
Contact: Mr. Chuck Diephulz
Tel: (714) 884-1401
PARTIAL LIST OF SIMILAR PROJECTS Cont'd
Project Name and Location Name and Address of Client
Spectrum/Smith Site
Storm Drain
Riverside, CA
Railroad Street Improvements
Railroad Street
Corona, CA
Trunk Line Extension
Palm Street to Route 10
Rialto, CA
Albert A. Webb Associates
3788 McCray Street
Riverside, CA
Contact: Mr. Richard Teller
Tel: (714) 686-1070
City of Corona
Department of Public Works
10072 West 6th Street
Corona, CA
Contact: Mr. Chuck Booher
Tel: (714) 736-2291
City of Rialto
City Hall, Engineering Department
150 South Palm Avenue
Rialto, CA
Contact: Mr. Bruce Cluff
Tel: (714) 820-2530
NOTE: Additional project information will be provided if needed.
ROBERT J. JOHNSON
SENIOR VICE PRESIDENT
EDUCATION:
1968 San Diego State University, San Diego, California
Bachelor of Science
ADDITIONAL
EDUCATION :
MISC.
MFMRER:
PROFESSIONAL
EXPERIENCE :
12-71 to Present
California State Polytechnic University
California State University, Long Beach
San Bernardino Valley College
Registered Civil Engineer: RCE 27060
Registered Geotechnical Engineer: GE 443
California Society of Professional Engineers
National Society of Professional Engineers
American Society of Civil Engineers
Society of American Military Engineers
C.H.J., INCORPORATED
Senior Vice President — Director of Soils & Environmental Divisions
Charge responsibility for operation of the soils division including Foundation
and Preliminary Soils Investigations, Percolation Studies, Rigid and Flexible
Pavement Design and Evaluation, Slope Stability Studies, Engineering
Calculations and Grading Control Analysis.
Design and Project Engineer for soil cement lake lining operations and
evaluation. Evaluations of seismic data and liquefaction potential. Analysis
of soil failures and structural distress associated with such failures. Design
of chemical soil modification processes.
Coordination of field grading control including coordination of Design Civils,
Geologists, and Project Engineers.
PROFESSIONAL
EXPERIENCE : Cont'd
12-71 to Present Preparation and evaluation of specifications for various types of Civil
Engineering works including earthwork, lining control and asphalt concrete
paving projects.
Coordination and evaluation of laboratory data used in the design and
evaluation of soils engineering and related projects.
Overall responsibility for operation of the Environmental Division. This
division consists of geologists, engineers and analysts performing Phase I and
Phase II Environmental Site Assessments. Principal in charge, providing
technical directives and quality assurance.
3-69 to 12-71 KASLER CORPORATION AND GORDON H. BALL, INC.
Materials Engineer
Responsible for evaluation and procurement of earthwork materials for a large
general engineering contractor. Responsible for evaluation of quantity and
quality of various engineering materials. Quantity takeoff evaluation and
pricing. Evaluation of construction operations
7-68 to 3-69 C.H.J., INCORPORATED
Chief Laboratory Technician and Field Technician
Responsible for performance and coordination of laboratory tests. Responsible
for calculation and reporting of various tests to engineers. Responsible for
field testing and report preparation with respect to field control of engineer—
ing projects. Responsible for performance of preliminary soils and foundation
investigations and field percolation testing.
EDUCATION:
DONALD M. MATTHEWS
PROJECT ENGINEER
B.S., Civil Engineering, California State
Polytechnic University, Pomona, Cum Laude,
Dean's List, President's List — June 1986
M.S., Civil Engineering, California State
University, Long Beach — May 1991
MISC. Registered Civil Engineer: RCE 45956
MFMRF.R:
PROFESSIONAL
EXPERIENCE :
Instructor of a Soil Mechanics, California State Poly—
technic University, Pomona
American Society of Civil Engineers
Chi Epsilon
Tau Beta Pi
1-89 to Present C.H.J., INCORPORATED
Project Engineer
Responsible for the preparation of Preliminary Soils, Foundation and
Percolation reports, as well as special reports to deal with specific
soil situations. This includes direct contact with the client, his
consultants and involved public agencies. These situations require the
coordination and direction of all necessary field work, including
personnel and required equipment, and all necessary laboratory testing
and analysis to develop relevant data. Also required is analysis of all
data and laboratory results and the formation of conclusions and
recommendations for this information. Such reports include
recommendations for site grading, foundation design, slope stability,
retaining walls, street structural section design and individual disposal
system design, as well as recommendations to deal with any special
or unusual conditions existing at the job site. In addition, other duties
include periodic field observation of projects, as well as problem
solving of day to day situa— tions inherent within on —going projects.
PROFESSIONAL
EXPERIENCE : Cont'd
4-86 to 1-89
C.H.J., INCORPORATED
Staff Engineer
Responsible for the preparation of Preliminary Soils, Foundation and
Percolation reports, as well as special reports to deal with specific
soil situations. This includes direct contact with the client, his
consultants and involved public agencies. These situations require the
coordination and direction of all necessary field work, including
personnel and required equipment, and all necessary laboratory testing
and analysis to develop relevant data. Also required is analysis of all
data and laboratory results and the formation of conclusions and
recommendations for this information. Such reports include
recommendations for site grading, foundation design; slope stability,
retaining walls, street structural section design and individual disposal
system design, as well as recommendations to deal with any special
or unusual conditions existing at the job site. In addition, other duties
include periodic field observation of projects, as well as problem
solving of day to day situa— tions inherent within on —going projects.
BEN WILLIAMS
STAFF ENGINEER
EDUCATION:
B.S., Geology, San Diego State University,
San Diego, California - 1976
PROFESSIONAL
EXPERIENCE :
11-89 to Present C.H.J., INCORPORATED
Staff Engineer
Responsible for the preparation of Preliminary Soils, Foundation and
Percolation reports, as well as special reports to deal with specific
soil situations. This includes direct contact with the client, his
consultants and involved public agencies. These situations require the
coordination and direction of all necessary field work, including
personnel and required equipment, and all necessary laboratory testing
and analysis to develop relevant data. Also required is analysis of all
data and laboratory results and the formation of conclusions and
recommendations for this information. Such reports include
recommendations for site grading, foundation design, slope stability,
retaining walls, street structural section design and individual disposal
system design, as well as recommendations to deal with any special
or unusual conditions existing at the job site. In addition, other duties
include periodic field observation of projects, as well as problem
solving of day to day situations inherent within on -going projects.
11-76 to 11-89 C.H.J., INCORPORATED
Staff Geologist
Responsible for performance of preliminary soils and foundation
investigation; responsible for calculations and reporting of various tests
to engineers; and responsible for field testing and report preparation
with respect to field control of engineering projects. In addition, other
duties included compaction testing, grading observation and percolation
testing, as well as logging and sampling of soil trenches and borings
for various projects.
JOHN E. DALGITY
OPERATIONS MANAGER
EDUCATION: Graduate of Yucaipa High School
Yucaipa, California
Crafton Hills College, 2 years Liberal Arts
University of California at San Bernardino,
1 Year History
PROFESSIONAL
EXPERIENCE :
6-89 to Present C.H.J., INCORPORATED
Operations Manager
Responsible for daily assignment of four field supervisors. Supervision
of field directors and their daily assignments of field technicians.
Responsible for laboratory supervisor and lab technicians work as it
relates to the field. Responsible for assimilating and monitoring field
data for technical reports and proposals for upcoming projects,
interview and hiring of field technicians and six month performance
reviews, radiation safety officer of nuclear density gauges, and for
operation and safety program with field technicians.
1-86 to 6-89 C.H.J., INCORPORATED
Field Director
4-76 to 1-86
Responsible for daily assignment of field technicians, preparation and
review of technical reports, interviewing and hiring responsibilities
for field technicians, radiation safety officer, nuclear density gauges,
and for operation and safety program with field technicians.
C.H.J., INCORPORATED
Senior Engineering Technician
Ten years experience performing field concrete tests, soils tests and
grading observations. Performed laboratory soil tests and asphalt tests,
and conducted preliminary soils and foundation investigations.
EDUCATION:
MFMRFR:
PROFESSIONAL
EXPERIENCE :
WERNER VELASCO
LABORATORY DIRECTOR
B.S., Material Science and Engineering
Cornell University, Ithaca, New York
May 1983
American Institute of Metallurgical Engineers
Venezuelan Society of University Superior
Technicians
8-87 to Present C.H.J., INCORPORATED
Laboratory Director
Overall responsibility for the geotechnical laboratory operation. Assign tasks
for laboratory personnel and perform laboratory tests as necessary. Implement
and carry out quality control program for equipment and staff. Set up proce—
dures for new tests. Interpret and report lab tests as appropriate.
12-83 to 12-86 CORPOVEN OF VENEZUELA OIL
Laboratory Supervisor
Designed and implemented the Laboratory of Materials and the metallography
section of the Corrosion Laboratory. Physical, chemical, mechanical, metal—
lographical, nondestructive, corrosion, and fatigue tests; effect of temperature
in metals and ceramics. Evaluated the macro and micro —structure of different
ferrous and nonferrous alloys. Inspections and testing of welds. Inspections
in site of processes of manufacture. Wrote detailed reports and translated
from Spanish to English and from English to Spanish. Familiar with ASME,
SAE and ASTM Standards.
6-83 to 12-83 UNIVERSITARY INSTITUTE OF TECHNOLOGY
Jaboratory Supervisor & Teacher Assistant
Prepared and presented lectures in physical and mechanical metallurgy.
Organized experiments and supervised students in the laboratory of
metallography and the physical —mechanical testing laboratory.
C. H. J., Incorporated is a California Corporation organized under the laws of the State of
California. The authority to operate as a commercial laboratory is derived from the association
with a Civil Engineer also licensed under the laws of the State of California.
ORGANIZATION STRUCTURE
C. H. J., INCORPORATED
President and General Manager
John L. Riddell
Geotechnical Division
Senior Vice President
Robert J. Johnson
Vice President
Donald M. Matthews
Construction Inspection DivisiQn
Senior Vice President
Robert L. Nottingham
Vice President
William Y. Liu
Staff
Engineers
Field
Dispatchers
Field
Technicians
Laboratory
Directors
Field
Dispatcher
Laboratory Special
Technicians Inspectors
STANDARD
FORM (SF)
254
1. Firm Name / Business Address:
C.H.J., Incorporated
1355 East Cooley Drive
Colton, California 92324
, •
1 a. Submittal is for Ll Parent Company 0 Branch or Subsidiary Office
2. Year Present Firm
Established:
1964
3. Date Prepared:
May 1992
4. Specify type of ownership and check below, if applicable.
Corporation, California
Architect -Engineer
• and Related Services
Questionnaire
X
A. §mljpusiness
B. Small Disadvantaged Business
C. Woman -owned Business
5: Name of Parent Company, if any:
•
N/A
5a. Former Parent Company Name(s), if any, and Year(s) Established:
C.H.J. Materials Laboratory, Inc. - 1964 (Name Change 'Only)
6. Names of not more than Two Principals to Contact: Title / Telephone
1) Robert J. Johnson, Sr. Vice President / (714).824-7210
2) Robert L. Nottingham, Sr. Vice President / (714) 824-7210
7. Present Offices: City / State / Telephone / No. Personnel Each Office 7a. Total Personnel
C.N.J., Incorporated
1355 East Cooley Drive
Colton, California 92324.
67
8. Personnel by Discipline: (List each person only once, by primary function.)
4 Administrative Electrical Engineers Oceanographers
•
21 Field & Lab Technicians
Architects Estimators Planners: Urban/Regional
13 Deputy Inspectors
Chemical Engineers Geologists Sanitary Engineers
_1(1 Technical/Professional
_1—
2 Civil Engineers Hydrologists Soils Engineers
, 8 Office/Clerical
Construction Inspectors Interior Designers Specification Writers
3 Draftsmen Landscape Architects Structural Engineers
Ecologists Mechanical Engineers Surveyors
Economists Mining Engineers Transportation Engineers
9. Summary of Professional
Received: (Insert
Direct Federal contract
All other domestic
All other foreign work`
'Firms interested in
Services Fees
index number)
work, including overseas
work
foreign work, but without such experience,
Last 5 Years (most recent year first) _
19 91 19 90 19 89 19 88 19 87
Ranges of Professional Services Fees
INDEX
1. Less than $100,000
2. $100,000 to $250,000
3. $250,000 to $500,000
4. $500,000 to $1 million
5. $1 million' to $2 million6. S2 million to S5 million
7. $5 million to $10 million
8. $10 million or greater
- 1 1 1 1 1
6 6 6 6 6
check here: ■.
Experience Profile Code Numbers
for use with questions 10 and .11
001 Acoustics; Noise Abatement
002 Aerial Photogrammetry
003 Agricultural Development; Grain Storage;
Farm Mechanization
004 Air Pollution Control
005 Airports; Navaids; Airport Lighting;
Aircraft Fueling
006 Airports; Terminals & Hangars; Freight
Handling
007 Arctic Facilities
008 Auditoriums & Theatres
009 Automation; Controls; Instrumentation
010 Barracks; Dormitories
011 Bridges
012 Cemeteries (Planning 8 Relocation)
013 Chemical Processing & Storage
014 Churches; Chapels
015 Codes; Standards; Ordinances •
016 Cold Storage; Refrigeration; Fast Freeze
017 Commercial Buildings (low rise);
Shopping Centers
018 Communications Systems; TV;
Microwave
019 Computer Facilities; Computer Service
020 Conservation and Resource
Management
021 Construction Management
022 Corrosion Control; Cathodic Protection;
Electrolysis
023 Cost Estimating
024 Dams (Concrete; Arch)
025 Dams (Earth; Rock); Dikes; Levees
026 Desalinization (Process & Facilities)
027 Dining Halls; Clubs; Restaurants
028 Ecological & Archeological
Investigations
029 Educational Facilities; Classrooms
030 Electronics
031 Elevators; Escalators; People -Movers
032 Energy Conservation; New Energy
Sources
033 Environmental Impact Studies,
Assessments or Statements
034 Fallout Shelters; Blast -Resistant Design
035 Field Houses; Gyms; Stadiums
036 Fire Protection
037 Fisheries; Fish Ladders
038 Forestry & Forest Products
039 Garages; Vehicle Maintenance Facilities;
Parking Decks
040 Gas Systems (Propane; Natural, Etc.)
041 Graphic Design
042 Harbors; Jetties; Piers; Ship Terminal .
Facilities
043 Heating; Ventilating; Air Conditioning
044 Health Systems Planning
045 Highrise; Air -Rights -Type Buildings
046 Highways; Streets; Airfield Paving;
Parking Lots
047 Historical Preservation
048 Hospital & Medical Facilities
049 Hotels; Models
050 Housing (Residential, Multi -Family;
Apartments; Condominiums)
051 Hydraulics & Pneumatics
052 Industrial Buildings; Manufacturing Plants
053 Industrial Processes; Quality Control
054 Industrial Waste Treatment
055 Interior Design; Space Planning
056 Irrigation; Drainage
057 Judicial and Courtroom Facilities
058 Laboratories; Medical Research
Facilities
059 Landscape Architecture
060 Libraries; Museums; Galleries
061 Lighting (Interiors; Display; Theatre, Etc.)
062 Lighting (Exteriors; Streets; Memorials;
Athletic Fields, Etc.)
063 Materials Handling Systems; Conveyors;
Sorters
064 Metallurgy
065 Microclimatology; Tropical Engineering
066 Military Design Standards
067 Mining & Mineralogy
068 Missile Facilities (Silos; Fuels; Transport)
069 Modular Systems Design; Pre -Fabricated
Structures or Components
070 Naval Architecture; Off -Shore Platforms
071 Nuclear Facilities; Nuclear Shielding
072 Office Buildings; Industrial Parks
073 Oceanographic Engineering
074 Ordnance; Munitions; Special Weapons
075 Petroleum Exploration; Refining
076 Petroleum and Fuel (Storage and
Distribution)
077 Pipelines (Cross -Country —Liquid 8 Gas)
078 Planning (Community, Regional.
Areawide and State)
079 Planning (Site, Installation, and Project)
080 Plumbing & Piping Design
081 Pneumatic Structures; Air -Support
Buildings
082 Postal Facilities
083 Power Generation, Transmission,
Distribution
084 Prisons & Correctional Facilities
085 Product, Machine & Equipment Design
086 Radar; Sonar; Radio & Radar
Telescopes
087 Railroad; Rapid Transit
088 Racreation Facilities (Parks, Marinas,
Etc.)
089 Rehabilitation (Buildings; Structures;
Facilities)
090 Resource Recovery; Recycling
091 Radio Frequency Systems & Shieldings
092 Rivers; Canals; Waterways; Flood
Control
093 Safety Engineering; Accident Studies;
OSHA Studies
094 Security Systems; Intruder & Smoke
Detection
095 Seismic Designs & Studies
096 Sewage Collection, Treatment and
Disposal
097 Soils & Geologic Studies; Foundations
098 Solar Energy Utilization
099 Solid Wastes; Incineration; Land Fill
100 Special Environments; Clean Rqoms,
Etc.
101 Structural Design; Special Structures
102 Surveying; Platting; Mapping; Flood Plain
Studies •
103 Swimming Pools
104 Storm Water Handling & Facilities
105 Telephone Systems (Rural; Mobile;
Intercom, Etc.)
106 Testing & Inspection Services
107 Traffic & Transportation Engineering
108 Towers (Sell -Supporting 8 Guyed
Systems)
109 Tunnels & Subways
110 Urban Renewals; Community
Development
111 Utilities (Gas 8 Steam)
112 Value Analysis; Life -Cycle Costing
113 Warehouses & Depots
114 Water Resources; Hydrology; Ground
Water
115 Water Supply, Treatment and Distribution
116 Wind Tunnels; Research/Testing
Facilities Design
117 Zoning; Land Use Studies
201 •.
202
203
204
205
10. Profile of
Profile
Code
1) 033
2) 097
3) 106
4)
5)
6)
7)
8)
9)
10)
Firm's Project
Number of
Projects
124
5,986
3,253
Experience, Last 5 Years
Total Gross Fees
(in thousands)
3,490
14,165
7,375
Profile
Code
11)
12)
13)
14)
15)
16)
17)
18)
19)
20)
Number of
Projects
Total Gross Fees
(in thousands)
•
Profile
Code
21)
22)
23)
24)
25)
26)
27)
28)
29)
30)
Number of
Projects
Total Gross Fees
(in thousands)
11. Project Examples, Last 5 Years
Profile
Code
"P", "C",
"JV", or "IE"
•
Project Name and Location
Owner Name and Address
Cost of Work
(in thousands)
Completion
Date
u, �t:t
097b
106
C
1 Contract N62474-83-C-2316
Geotechnical Engineering and
Material Testing Services
Various Locations in Southern Calif.
Western Division
Naval Facilities Engineering Command
P. 0. Box 727, San Bruno, CA 94066
_
140
1984
097b
106
C
2 Expansion of Main Exchange
March Air Force Base, CA
Dept. of the Army b The Air Force
HQ, Army & Air Force Exchange Service
Dallas, TX 75222
9.4
1985
097
C
3 San Bernardino GMF & VMF
San Bernardino County near
Redlands, CA
United States Postal Service
c/o RUHNAU MCGAVIN RUHNAU/ASSOCIATES
3775 Tenth St., -Riverside, CA 92501
44
1985
097&
106
C
4 Silver Lakes Development
Helendale, CA
Dart Resorts
A Division of Dart Industries & MCO
P 0 Box 3157 Terminal Annex
Los Angeles, CA 90051
1000
On -Going
0978
106
C
5 FMO Building Addition
New East Wing - Main Hospital
Loma Linda, CA
Loma Linda University Medical Center
Loma Linda, CA
150
1986
097b
106
i
C
6 Helendale Avionics Facility
Helendale, CA
Lockheed California Corporation
P. 0. Box 551
Burbank, CA
400
1983&
On -Going
9
097&
106
C
7 Fontana
2500
Commercial
Fontana,
Heritage West End Associates
Acre Industrial Housing and
Development
CA _
Fontana Heritage West End Associates
6101 Cherry Avenue
Fontana, CA 92335
100+
On -Going
091&
106
C
8 East Highlands Ranch, Inc.
1700 Acre Housing Development
East Highlands Ranch, Inc.
3401 Centrelake Drive, Ste. 480
Ontario, CA 91764
3.3
1984
9 City of Moreno Valley
City of Moreno Valley
097b
C
Testing & Insp. through Public Right-
23119 Cottonwood Avenue, Bldg. "B"
400+
On -Going
106
of -Ways, Street Improvements &
Moreno Valley, CA 92388
Utility Installation
097&
106
C
10Geotechnical Engineering & Inspection
for Various Projects in Southern.
California
Southern California Edison Company
P. 0. Box 800
Rosemead, CA 91770
500+
1985&
On -Going
097&
106
C
11Surgery Unit Replacement
Kaiser.Permanente
Fontana, CA
Kaiser Permanente
1515 North Vermont Avenue
Los Angeles, CA 90027
60
19858
On -Going
097&
12Chino Hills Infrastructure
County of San Bernardino
106
C
Chino Area
San Bernardino County, CA
150
097&
13Sycamore Canyon Master Plan
T & S Development Company
106
C
Toxic Materials Overview
Riverside, CA
5225 Canyon Crest Drive
Riverside, CA
150
1987&
On -Going
091b
14Aircraft Runway. Rehabilitation
Jet Propulsion Laboratories
106
C
Goldstone, CA
Pasadena, CA
5
1986
097b
15 Various Construction Projects
Rohr Industries Facility
Rohr Industries, Inc.
8200 Arlington Avenue
1986&
106
C
Riverside, CA
Riverside, CA
45
On -Going
091b
16Various Projects/Public Works
City of San Bernardino
"D"
106
C
City of San Bernardino, CA
300 North Street
San Bernardino, CA 92401
900+
1964&
On -Going
17 Seccombe Lake Park
City of San Bernardino
033
San Bernardino, CA
300 North "D" Street
7.5
1989
C
San Bernardino, CA 92418
1 U8 GT Investigation
Larry Jacinto Construction
033
Redlands, CA
P. O. Box 165
6.5
1989
C
Mentone, CA 92359
19UGT Investigation
County of Riverside
033
C
Riverside, CA
Department of Health
11.7
1989
3636 University Avenue
Riverside, CA 92501
033
C
2OUGT & Waste Disposal Area Study
San Bernardino, CA
San Bernardino Water Department
P. 0. Box 710
San Bernardino, CA 92402
6
(Estimated)
1990
097&
106
C
21E1 Toro Marine Corps Base
El Toro, CA
Delgado & Sons (CQC)
P. 0. Box 457
Yucaipa, CA 92399
45
1989
097&
106
C
22Loma Linda Medical Center
Building Additions
Loma Linda, CA
Loma Linda Medical Center
10935 Parkland
Loma Linda, CA 92354
4
1989
097&
106
C
23Moreno Valley Hospital
Moreno Valley, CA
Hemet Valley Hospital District
1117 E. Devonshire Avenue
Hemet, CA 92343
200&
On -Going
1988&
On -Going
097&
106
C
24Centennial High School
Corona, CA
Corona -Norco Unified School Dist.
c/o Ruhnau Ruhnau Todd/Associates
3775 Tenth Street
,Riverside, CA 92501
54.2
1986
097&
106
C
25 Various School Sites within
Corona -Norco Area
Corona -Norco Unified School Dist.
c/o PCH Associates
307 Brookside Avenue
Redlands, CA 92373
37&
On -Going
1987&
On -Going
26
27
•
28
-
29
.
30
12. The
Signature:
for
n
i
a I;St tement of facts
-----' Typed Name and Title: Robert J. JQtuison,5s . Vice Pres.
Date:
May 28, 1992
4
: 1 Af111A1U11 (-MU 7%4 ink v 10 OH
Cc •
H • cJ • INCORPORATED
P.O. Box 231 • 1355 East Cooley Drive, Colton, CA 92324 • Phone (909) 824-7210
11910 Hesperia Road, Suite 2 • Hesperia, CA 92345 • (619) 949-0006
August 11, 1993
City of Fontana
P. O. Box. 518
Fontana, California 92335
Attention: Mr. Yusuf Patanwala
Subject:. Compaction Report
Street Finish Grade
Baseline Avenue, West of Almeria Avenue
Fontana, California
Dear Mr. Patanwala:
Job No. 93301-1
This report covers the results of in —place density tests taken to date on the street finish grade at the
above referenced location.
All tests were taken in coordination with and as requested by the client's representative.
FIELD PROCEDURE:
A total of 19 in —place density tests were taken by the sand volume method between July 8 and July
12, 1993. A representative sample of the soil encountered was returned to the laboratory for
determination of the Optimum Moisture Content — Maximum Dry Density curve.
SOILS ENGINEERS • MATERIALS TESTING AND EVALUATION • CONSTRUCTION INSPECTION
C• L
• j.
Page No. 2
Job No. 93301-1
The locations of the in —place density tests are indicated on the attached Field Compaction Test
Summary Sheet and Plat.
OPTIMUM MOISTURE — MAXIMUM DENSITY RELATION:
ASTM D 1557-78
Soil Optimum Moisture Maximum Dry Density
Type Classification (Percent) (PCF)
1 Sandy Gravel, fine to medium, 8.5 132.5
with coarse; gravel to 3",
brown (GP)
RESULTS:
The results of the in —place density tests taken to date, and the relative compaction in each case, are
shown on the attached Field Compaction Test Summary Sheet.
The test results presented herein represent an independent sample of the compaction achieved by
the contractor who performed the actual compaction operation. Certain information concerning the.
location of the street finish grade tested was furnished by persons representing themselves as
knowledgeable of those conditions. In many cases, independent verification of that information
furnished to us, or the knowledge of that information by any person representing themselves as
knowledgeable, is not possible. That information is relied upon during the performance of these
tests.
�C .
• �l
Page No. 3
Job No. 93301-1
Compaction testing by our firm in no way relieves the contractor from his obligation to properly
perform his work, and this report does not serve as a warranty of the contractor's work or of the
information supplied to us by the contractor.
Respectfully submitted,
C.H.J., INCORPORATED
tanjali Kanchi, Staff Engineer
Robert J. Johnson, G.E. 443
Senior Vice President
GJM/GK/RJJ:tlh
Enclosures: Field Compaction Test Summary Sheet
Plat
Distribution: City of Fontana (4)
FIELD COMPACTION TEST SUMMARY SHEET
PROJECT: CITY OF FONTANA - STREET FINISH GRADE, BASELINE AVENUE,
WEST OF ALMERIA AVENUE, FONTANA, CALIFORNIA
Job No
Sh
93301-1
1 of
Date
Test
No.
Location Of Test
Depth
Cut
Of
Fill
Depth
Of
Test
DENSITIES
MC%
Soil
Type
Remarks or
Retest Of
Dry
Max.
Rel.
(Ibs/cubic foot)
7-08-93
FG-1
Baseline Avenue, Station 10+25, Main
0.0-0.5
132.2
138.0
96
6.1
1
20% RX
FG-2
Baseline Avenue, Station 12+75, Main
0.0-0.5
141.2
142.0
99
7.0
1
35% RX
FG-3
Baseline Avenue, Station 15+25, Main
0.0-0.5
130.6
135.0
97
6.3
1
10% RX
FG-4
Baseline Avenue, Station 17+75, Main
0.0-0.5
134.3
139.5
96
5.9
1
25% RX
FG-5
Baseline Avenue, Station 20+25, Main
0.0-0.5
134.7
137.0
98
6.6
1
15% RX
FG-6
Baseline Avenue, Station 22+75, Main
0.0-0.5
132.1
139.5
95
6.0
1
25% RX
FG-7
Baseline Avenue, Station 25+25, Main
0.0-0.5
131.1
137.0
96
5.8
1
15% RX
FG-8
Baseline Avenue, Station 27+75, Main
0.0-0.5
134.0
141.0
95
6.0
1
30% RX
FG-9
Baseline Avenue, Station 30+25, Main
0.0-0.5
140.0
139.5
100+
8.0
1
25% RX
FG-10
Baseline Avenue, Station 32+75, Main
0.0-0.5
141.6
142.0
99
8.6
1
35% RX
FG-11
Baseline Avenue, Station 35+25, Main
0.0-0.5
133.0
138.0
96
6.7
1
20% RX
FG-12
Baseline Avenue, Station 37+75, Main
0.0-0.5
134.3
137.0
98
7.2
1
15% RX
FG-13
Baseline Avenue, Station 40+25, Main
0.0-0.5
131.8
138.0
96
6.3
1
20% RX
7-09-93
FG-14.
Baseline Avenue, Station 42+25, Main
0.0-0.5
145.4
142.0
100+
8.6
1
35% RX
7-12-93
FG-15
Baseline Avenue, Station 10+00, Lateral
0.0-0.5
138.7
139.5
99
6.5
1
25% RX
FG-16
Baseline Avenue, Station 16+35, Lateral
0.0-0.5
137.4
139.5
98
8.0
1
25% RX
FG-17
Baseline Avenue, Station 29+01, Lateral
0.0-0.5
140.0
144.5
97
7.5
1
40% RX
FG-18
Baseline Avenue, Station 36+51, Lateral
0.0-0.5
132.8
137.0
96 .
6.0
1
20% RX
FG-19
Baseline Avenue, Station 42+70, Lateral
0.0-0.5
134.8
139.5
97
6.5
1
25% RX
LEGEND: (SG) Tests on Subgrade Elevation; (BF) Tests on Backfill; (FP) Tests on Fill in Progress
(FG) Tests on Finish Grade Elevation; (Mc) Moisture Content; (REL) Relative; (RX) Rock Corrected; (*) Denotes Failure
Scale:1'=150'
R/W(TyP.)\
281-00 29t00
1
8+00-
7+00-
6+00 1-_;
CC
U
1n
0—
CC
5+00 W
U
4+00-
Zx00-
M
Clz
ALMERIA
26+00-
25+00-
24+00-
Cd
O
cc
23+00- j
22+00-
21+00-
CC
( kL.
/ jr pe%
/
MATCHLINE 20+00
19+00-
18+00-
17+00-
SEWERL1NE (Typ.)
16+00-
15+00 -
14+00-
13+00-
12+00-
41 qP�x
30t00 31+100 32100 i 3� 00 34t00 35i00 36t00 37 t 00 38t00 39t 00 40?- 00 41 t OO 42+ 00
MATCHLINE 20+00
SEWERLINE (Typ.
BASELINE AVE.
1
19
✓ R/W(Typ.)
MONTECA DR.
/
MARIPOSA DR.
cd
i
ALMERIA
LIME AVE.
10 i00 11+00 12 +00 1300 14+00 15+00 16 )00 17 +00 16 -00 19 100 20100 21 t00 22t00 23t00 24400 25t 00 26t00
t
5XI
BEECH AVE.
18+11•1'.-
IN¢
LULU
ZZ
6 \ =W
f<m
BASELINE SULTANA AVE.
AVE.
FINISH GRADE TESTS
0
JOB NUMBER
0
N
M
01
W
N
CO
ro
.CS
U-
4-
0
M
01
01
W
C)
2
U
Z
i*. T.il • INCORPORATED
P.O. Box 231 • 1355 East Cooley Drive, Colton, CA 92324 •. Phone (909) 824-7210
11910 Hesperia Road, Suite 2 • Hesperia, CA 92345 • (619) 949-0006
August 11, 1993
City of Fontana
P. O. Box 518
Fontana, California 92335
Attention: Mr. Yusuf Patanwala
Subject: Compaction Report
Sewer Trench Backfill
Baseline Avenue and Almeria Avenue
Trunk Sewer System
Fontana, California
Dear Mr. Patanwala:
Job No. 93301-1
This report covers the results of in —place density tests taken to date on the sewer trench backfill at
the above referenced location.
All tests were taken. in coordination with and as requested by the client's representative.
FIELD PROCEDURE:
A total of 19 in —place density tests were taken by the sand volume method between May 11 and
July -1, 1993. A representative sample of the soil encountered was returned to the laboratory for
determination of the Optimum Moisture Content — Maximum Dry Density curve.
SOILS ENGINEERS • MATERIALS TESTING AND EVALUATION • CONSTRUCTION INSPECTION
•
• uJ •
Page No. 2
Job No. 93301-1
The locations of the in —place density tests are indicated on the attached Field Compaction Test
Summary Sheet and Plat.
OPTIMUM MOISTURE — MAXIMUM DENSITY RELATION:
ASTM D 1557-78
Soil Optimum Moisture Maximum Dry Density
Type Classification (Percent) (PCF)
1 Sandy Gravel, fine to medium, 8.5 132.5
with coarse; gravel to 3",
brown (GP)
RESULTS:
The results of the in —place density tests taken to date, and the relative compaction in each case, are
shown on the attached Field Compaction Test Summary Sheet.
The test results presented herein represent an independent sample of the compaction achieved by
the contractor who performed the actual compaction operation. Certain information concerning the
depth and location of the sewer trench backfill tested was furnished by persons representing
themselves as knowledgeable of those conditions. In many cases, independent verification of that
information furnished to us, or the knowledge of that information by any person representing
themselves as knowledgeable, is not possible. That information is relied upon during the
performance of these tests.
. j.
Page No. 3
Job No. 93301-1
Compaction testing by our firm in no way relieves the contractor from his obligation to properly
perform his work, and this report does not serve as a warranty of the contractor's work or of the
information supplied to us by the contractor.
Q4oE� SS1o'.
co 45" otit, F�
0 u
a No. 443 i
EXPIRATION DATE
r 3-31.97 �v
GJM/GK/RJJ:tlh
Respectfully submitted,
C.H.J., INCORPORATED
i
Gjtanjali Kanchi, Staff Engineer
7
Rotleik J. Johnsoi,'G.E. 443
Senor Vice Presi nt
Enclosures: Field Compaction Test Summary Sheet
Plat
Distribution: City of Fontana (4)
FIELD COMPACTION TEST SUMMARY SHEET
PROJECT: CITY OF FONTANA - SEWER TRENCH BACKFILL, BASELINE AVENUE AND
ALMERIA AVENUE, TRUNK SEWER SYSTEM, FONTANA, CALIFORNIA
Job No
Sh
93301-1
1 of 1
Date
Test
No.
Location Of Test
Depth
Cut
Of
Fill
Depth
Of
Test
DENSITIES
MC%
Soil
Type
Remarks or
Retest Of
Dry
Max.
Rel.
(Ibs/cubic foot)
5-11-93
BF-1
Almeria Avenue, Station 14+25
17.0
8.0
3.0-3.5
115.4
138.0
84
7.0
1
25% RX ••
5-12-93
BF-2
Almeria Avenue, Station 16+75
16.0
8.0
2.5-3.0
124.9
144.0
87
9.0
1
42% RX "
5-13-93
BF-3
Almeria Avenue, Station 19+50
18.0
10.0
3.0-3.5
151.1
138.5
100+
9.9
1
25% RX
5-14-93
BF-4
Almeria Avenue, Station 22+25
18.0
6.0
3.0-3.5
118.0
142.5
83
10.0
1
35% RX **
5-18-93
BF-5
Almeria Avenue, Station 24+75
16.0
13.0
3.0-3.5
135.6
141.0
96
9.1
1
35% RX
13F-6
Almeria Avenue, Station 26+35 •
16.0
13.0
3.5-4.0
137.3
145.0
95
9.5
1
43% RX
5-19-93
I3F-7
Almeria Avenue, Station 1+30
14.0
14.0
3.5-4.0
142.2
144.0
99
10.3
1
40% RX
5-24-93
13F-8
Almeria Avenue, Station 7+00
16.0
16.0
3.5-4.0
137.5
141.0
98
8.6
1
30% RX
13F-9
Almeria Avenue, Station 11+00
15.0
15.0
4.0-4.5
136.0
138.0
98
4.5
1
20% RX
6-17-93
13F-10
Baseline Avenue, Station 15+25
17.0
7.0
1.0-1.5
132.9
143.0
93
9.0
1
34% RX
BF-11
Baseline Avenue, Station 12+00
17.0
17.0
3.0-3.5
129.8
135.0
96
9.2
1
10% RX
6-18-93
BF-12
Baseline Avenue, Station 17+75
17.0
8.0
1.0-1.5
129.0
144.0
90
7.9
1
40% RX
6-22-93
BF-13
Baseline Avenue, Station 25+00
17.0
10.0
2.0-2.5
135.5
141.0
96
9.0
1
30% RX
BF-14
Baseline Avenue, Station 20+80 .
17.0
17.0
1.0-1.5
126.2
135.0
94
7.0
1
10% RX
6-23-93
BF-15
Baseline Avenue, Station 27+75
17.0
10.0
1.0-1.5
128.9
141.0
91
7.4
1
30% RX
6-25-93
BF-16
Baseline Avenue, Station 34+00
17.0
11.0
1.0-1.5
130.3
141.0
92
9.6
1
30% RX
BF-17
Baseline Avenue, Station 30+50
17.0
17.0
3.0-3.5
140.3
148.0
95
8.7
1
55% RX
6-29-93
BF-18
Baseline Avenue, Station 38+00
17.0
14.0
2.0-2.5
132.0
139.5
95
8.6
1
25% RX
7-01-93
BF-19
Baseline Avenue, Station 40+50
17.0
17.0
3.0-3.5
129.0
139.5
93
8.0 '
1
25% RX
LEGEND:
(SG) Tests on Subgrade Elevation; (BF) Tests on Backfill; (FP) Tests on Fill in Progress
(FG) Tests on Finish Grade Elevation; (Mc) Moisture Content; (REL) Relative; (RX) Rock Corrected; (*) Denotes Failure
(**) Denotes Failure, No Retest Requested
Scale:1'=150'
R/W(TyP.)\
28100 29t00.
I
8+00-
7+00-
CC
5+00 W
0
4+00-
ce
o
0`
3+00
WALNUT ST.
iM'9T
o 6q4 .,
glcx
30t00 31+100 32 1'00 ~% 3� 00 34+00 35t00 36t00 37t 00 38t00 39t 00 40t 00 41 00 42� 00
26+00-
25+00-
24+00-
23+00-
22+00-
Q
0
cc
—
21+00-
CC
0
MATCHLINE 20+00
WINCHESTER CRT.
19+00-
18+00-
17+00-
SEWERLINE .(Typ.)
16+00-
15+00 -
14+00-
13+00-
12+00-
MATCHLINE 20+00
16
BASELINE
SEWERLINE (Typ.
AVE.
,r R/W(Typ.)
MONTECA DR.
MARIPOSA DR.
ce
0
cc
0
i
ALMERIA
-11+00
LIME AVE.
10 r0 11#00 12 100 13 i00 14100 15 +00 16100 17 +00 18+100 19 100 20100 21t00 22 00 23t00 24t00 25t 00 26t00
BEECH AVE.
BASELINE
SULTANA AVE.
AVE.
J
ENCLOSURE
FONTANA, CALIFORNIA
LL
M
01
01
0 BACKFILL TESTS