AGR-7070 - KASA CONSTRUCTION INC - HANDY PARK MAINTENANCE RENOVATION - BID NO. 20-21.13v7o7
CONTItACT
H:ndy Par6 Mnirntenance itenovation (Bid No. 20-21.13)]
THIS COI TRE4C'T (the "Contract") is inade and entered into as of vemD.t' (O ,
2420 ("Effective Date") by and between the CITY OF ORANGE, a miuiicipal corporation
City"),and KASA CONSTRUCTION INC., a Califomia corporation("Contractor"), who agree
as follows.
ARTICLE 1
Work Performed
a. For and in consideration of the payments and a,reements hereinafter mentioned,to
be made and performed by City, and under the coiiditions expressed in the two(2)bonds presented
to City with this Contract and incorporated herein by this.reference, Contractor hereby amees to
and shall do all the work and furnish all the labor,materials, tools and equipment, except such as
are mentioned in the specifications to be furnished by City to Contractor,necessary to cornplete in
good workmanship and substantial manner the work(the "Work").described.in:;. ;•.
1) The Request for id which includes Construction Plans and Contractor's bid
Exhibit"A„),
2) The latest edition of the "City of Orange Standard Plans and Specifications" (the
Orange Book") with lie term "Engineer," as used iu thc Orange Book and in this Contract, to
specifically include the City Engineer(or his/her designee);
3) The "Standard Specifications for Public Works Construction" (the"Green Book"),
a.ld all amendmenis thereto;
4) The"City of Orange Parks Construction Standards."
b. Contractor aclmowledges that it has received the Plans from City and that a
complete copy of the Plans are in its possession and are hereby specifically referred to and by such
reference made a part hereof. . The Orange Book, Green Book, and City of Orange Parks
Construction Standards are on file with City's Public Works Director and are hereby specifically
referred to and by such reference made a part hereof. Contractor hereby acknowleclges that it has
read, revie aed and uiZderstands the Plans, the Orange Boolc, the Green Book, and the City of
Orange Parks Construction Standards, as they relate to the Work, all of which documents shall be
referred to herein collectively as the "Plans and Specifications."
c.Contractor aeknowledges the provisions of Chapter 8.28 of the Orange Municipal
Code which requires, among other things, that Contractor utilize City's exclusive solid waste
hauler for the rental of bins for trash and debris remova[ and imposes mandatory recycling
requirements for self-hauled construction and demolition waste. The terms and conditions set forth
in this Contract shall control over any terms and conditions in the Plans and Specifications to the
contrary.
d. The Work shall be performed in conformity with the Plans and Specifications and
the Bid Proposal and all applicable laws, including any and all applicable federal and state labor
laws and standards and applicable prevailin;wage requirements and any and all state, federal and
local statutes, regulations and ordinances relating to the protection of human health or the
environment.
e. Unless and until otherwise notifed in writing by City's Community Services
Director, City's Sr. Landscape Project Coordinator, Don Equitz, ("Authorized City
Representative") shall be the person to vhom Coniractor will report for the performance of the
Work hereunder. It is understood that Contractor's performance hereunder shall be under the
direction and supervision of the Authorized City Representative or such other person as City's
Community Services Director may designate from time to time, that Contractor shall coordinate
the Work hereunder with. the Authorized City Representative to the extent required. 6y the
Authorized City Representative,and that all performances reyuired hereunder by Contractor shall
be performed to the satisfaction of the Authorized City Representative or City's Community
Services Director.
f. It is expressly agreed by and between the parties hereto that should there be any
conflict between the terms ofthis instrument and Contra4tor'.s Bid Proposal,then this 'instrurnent
shall control and nothing herein shall be considered as an acceptance of the said terms of said Bid
Proposal conflicting herewith.
ARTICLE 2
Cammencement of Work
Contractor shall commence the Work provided for in this Contract witliin thirty(30)days
of the date of the issuance by City of a Notice to Proceed and diligently prosecute completion of
the VVork within one hundred ten (110) working days from such date, unless legal extension is
granted in accordance with the terrns set forth in the Green Book. Time is of the essence in this
Contract. Contracto'r shall do all things neeessary and incidental to the prosecution of Contractor's
Work.
R YCLE 3
Compensatnon
a. Contractor agrees to receive and accept an amount not to exceed ONE MILLION
THREE HUNDRED FORTY-EIGI-T THDUSAND PIVE HUNDRED DOLLARS and 001100
1,348,500.00)as compensation for furnishing all materials and doing alt the Work contemplated
and embraced in this Contract. Said compensation covers(1)al l loss or damage arising out of the
nature of the Work, from the acts of the elettients; (2) any unforeseen difficulties or obstructions
which may arise or be encountered in tlie prosecution of the Work until its acceptance by City,
other than as provided below; (3) all risks of every description connected with the Work; (4) all
expenses incurred by or in cansequence of the suspension or discontinuance of the Work; and(5)
well and faithfully completing the Work, and for the whole thereof, in the manner and according
to the Plans and Specifications, and requirements of the Authorized City Representative under
them. Retention amounts shall be withheld from progress payments as required by law unless
Contractor provides securities in lieu of retention.
b. In addition to the scheduled Work to be perfoi rned Uy the Contractor, the parties
recognize that additional, unforeseen work and services may be required by the Authorized City
Representative. In anticipation of such contingencies, the sum of ONE HLTNDRED THIRTY-
FOUR THOUSAND EIGHT HUNDRED FIFTY DOLLARS and 00/100 ($134,850.00)has been
added to the total compensation of this Contract. The Authorized City Representative may approve
the additional work and the actual costs incurred by the Contractor in performance of additional
work or services in accordance with such amount as the Authorized City Representative and the
Contractor may agree upon in advance. Said additional work or services and the amount of
compensation therefor, up to the amount of the authorized`coutingency, shall be memorialized in
the form of a Contract Amendment approved by the C'ity Manager on a form acceptable to the City
Attomey. The Contractor agrees to perform only that work or those services that are specifically
requested by the Authorized City Representative. Any and all additional work and services
performed under this Contract shall be coinpleted in such sequence as to assure their completioii
as expeditiously as is consistent with professional skill and care in accordance with a cost estimate
or proposal submitted to and approved by the Authorized City Representative prior to the
commencement of such Worlc vr services:
c. The total amount of compensation under this Contract, including contingencies, shall
not exceed ONE MILLION FOUR HUNDRED EIGHTY-THREE THOUSAND THREE
HUNDRED FIFTY DOLLARS and 00/100($1,483,350.00).
ARTICLE 4
Licenses
Contractor represents that it and a iy subcontractors it may engage, possess any and all
licenses which are re.quired under state or federal law to perform the Work contemplated by this
Contract and that Contractor and subcontractors shall maintain all appropriate licenses, includiiig
a City of Orange business license, at its cost, during the performance of this Contract.
ARTICLE 5
Guarantees
a. Contractor guarantees the construetion and installatiou of all Work included in the
Plans and Specifications for tvhich Contractor has been awarded this Contract.
b. Should any of the rnaterials or equipment installed pursuant to this Contract prove
defective or should the Wortc as a whole prove defective, due to faulty equipment, workmanship,
materials furnished or methods of installations, or should said Work or any part thereof fail to
function properly, as designed, due to any oftl e above causes within twelve(12)months after the
date on which said Work is accepted by City, Contractor shall make repairs and furnish such
materials and equipment as are necessary to be furnished and installed within fifteen (15)calendar
days after the receipt of a demand from City.
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c,Said Work will be d emed de£ective within the meaning of this guarantee in the
event that it fails to function as originally intended either by the Plans and Specifications of this
Contract or by the manufacturer(s}af the equipment incorporated inta the Work.
d. In the event repairs are not macle within fifteen(1 S)calendar days after Contractor's
receipt of a demand from City, City shall have the unquali.fied option to make any needed repairs
or replacements itself or by any other contractor. Contractor shall reimburse City,upon demand,
for a11 expenses incurred in restoring said Work to the condition contemplated in this Contract,
including the cost of any equipment ar materials replaced.
e.It is understood that emergency repairs inay, by necessity, be made by City..
Therefore, when defective equipment, materials or workmanship result in emergency repairs by
Ciry,Contractor shall reimburse City,upon demand, for all expenses incurred. Emergency repairs
will be deemed as those repairs determined by City's Director of Public Works to be necessary
due to an immediate detriment to the health, safety, welfare or convenience of the residents af
City.
ARTICLE 6
Water Quality
a. The Santa Ana Regional Water Quality Control Board ("RWQCB") has issued
National Pollutant Discharge Elimination System ("NPDES") Permit No. R$-2009-0030 (the
Permit"), which governs storm water and non-storm water discharges resulting from municipal
activities performed by City or its contractors. In order to comply with the Permit requireinents,
the County of Orange has prepared a Drainage Ai•ea Management Plan ("DAMP"), containing
Model Mainteuance Procedures with Best Management Practices ("BMPs") that City and its
contractors rnust adhere to. The Model Maintenance Procedures contain pollution prevention and
source control techuiques to rninimize the impact af those activities upon dry-weather urban
runoff, storm water runoff, and receiving water quality. Examples include: wash water from
cleaning of sidewalks or parking lots must Ue collected and disposed of in the sewer or landscaped
areas.
b. The Pennit, the DAMP and the Model Maintenance Procedures are on file in the
affice of City's Director of Public Works. Contractor hereby acknowledges that it has read,
reviewed and understands the Pernut,the DAMP and the Mndel Maintenance Procedures,as they
relate to the Work and hereby shall perform the Work in conformance therewith.
ARTICL 7
Independent Contractor; Contractor not Agent
a. At all tiines during the tern of this Contract, Contractor shall be an independent
cantractor and not an employee of City. City shall have the right to control Contractor only insofar
as the result of Contractor's services rendered pursuant to this Contract, City shall not have the
right to control the means by which Contractor accomplishes services rendered pursuant to this
Contract. Contractor shall, at its sole cost and expense, furnish all facilities, materials and
equipment which may be required for furnishing setvices pursuant to this Contract. Contractor
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shall be solely responsible for,and shall indemnify,defend and save City hannless from a11 matters
relating to tha payment af its subcontractors, abents and employees, iiicluding compliance with
social security,withholding and all other wages,salaries,benefits,taxes,exactions,and regulations
of any nature whatsoever. Contractor acknowledges that Contractor and any subcontractors,
agents or employees employed by Contractor shall not, under any circumstances, be considered
ernployees of City, and that they shall not be entitled to any of the benefits or rights afforded
ernployees of City, including, but not limited to, sick leave, vacation leave, holiday pay, Public
Employees Retirement System benefits, or health, life, dental, long-term disability or worlcers'
compensation insurance benefits.
b. Except as City may specify in writing, Conh•actor shall have no authority, express
or implied, to act on behalf of City iu any capacily whatsoever as an agent. Coiitractor shall have
no authority, express or implied, to bind City to any obligation whatsoever.
ARTICLE 8
Public Work; Prevailing Wage
a. The Work which is the subject of this Contract is a"public work," as that term is
defined in Section 1720 of the California Labor Code, for which prevailing wages must be paid.
To the extent Contractor's employees will perform aiiy work that falls within any of the
classifications for which the Department of Labor Relations of the State of California promulgates
prevailing wage determinations, Contractor hereby agrees that Contractor, and any subcontractor
under it, shall pay not less than the specified prevailing rates of wages to all such worlcers. The
general prevailing wage determinations for crafts can be located on the website of the Department
of Industrial Relations (www.dir.ca.ov/DLSR). Additionally, to perform work under this
Contract, Contractor must meet all State registration requirements and criteria, including project
compliance monitoring.
b. Attached hereto as Attachment No. 1 aud incorporated herein by this reference is a
copy of the provisions of Sections 1725.5, 1771, 1771.1, 1771.4, 1775, 1776, 1777.5, 1813 and
1815 of the California Labor Code. Contractor hereby acknowledges that it has read, reviewed
and understands those provisions of the Labor Code and shall prosecute and complete the Work
under this Contract in strict compliance vith all of those terms and provisions.
c.Contractor shall secure the payment of compensation to its employees in
accordance with the provisious of Secrion 3700 of the Califoniia Labor Code. Aecordingly, and
as requued by Section 1861 of the California Labor Code, Contractor hereby certifies as follows:
I am aware of the provisions of Section 3700 of ihe Labor Code which require
every employer to be insured against liability for workers' compensation or to
undertake self-insurance in accordance vith the provisions of that code, and I
will comply with such provisions before commencing the performance of the
work of this contract."
d. Contractor shall indemnify,protect, defend and hold harmless City and its officers,
employees, contractors and agents, witl counsel reasonably acceptable to City, from and against
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any and all loss, liability, damage, claim, cost, expense, and/or "increased costs" (including
reasonable attorney's fees, court and litigation costs, and fees of expert witnesses) which result or
arise in any way from the noncompliance by Contractor of any applicable local,state and/or federal
law, including, without limitation, any applicable federal a idlor state labor laws (including,
without limitation, the requuement ta pay state prevailing wages). It is agreed by the parties that,
in connection with the construction of the Work which is the subject of this Contract, Contractor
shall bear all risks of payment or non-payment of state prevailing wages. "Increased costs" as
used in this paragraph shall have the meaning ascribed to it in Labor Cade Section 1781, as the
same may be enacted, adopted or amended from time to time. The foregoing indemnity shall
survive termination of this Contract.
ARTICLE 9
Equal Employment Opportunity
During the performance of this Contract, Contractor agrees as follows:
a. Cantractor shall not discriminate against any employee or applicant for
employment because of race, color, religion, sex, national origin, mental or physical disability, or
any other basis prohibited by applicable law. Contractor shall ensure that applicants are employed
and that employees are treated during employment, witllout regard to their race, color, religiaii,
sex, national origin, mental or physical disability, or any other basis prohibited by applicable law.
Such actions shall include,but not be limited to the following: employment,upgrading, decnotion
or transfer,recruitinent or recruitment advertising,layoff or termination,rates of pay or other forms
of compensation and selection for training, including apprenticeship. Contractor shall post in
conspicuous places, available to employees and applicants for employment, a notice setting forth
provisions of this non-discrimination clause.
b. Contractor shall,in all solicitations and advertisements for employees placed by,or
on belialf of Contractor, state that all qualified applicants will receive consideration for
employment without regard to race, color, religion, sex, national origin, mental or physical
disabiliry, or any other basis prohibited by applicable law.
c.Contractor shall cause the foregoing paragraphs (a) and (b) to be inserted in a11
subcontracts for any Work covered by this Contract, provided that the foregoing provisions shall
not apply to subcontracts for standard commercial supplies or raw materials.
ARTICLE 10
Conflicts of Interest
Contractor agrees that it shall not make, participate in the making, or in any way attempt
to use its position as a coiitractor to influence any decision of City in which Contractor knows or
has reason to know that Contractar, its officers,partners, or employees have a financial interest as
defined in Section 87103 of,the Government Code. Contractor further agrees that it shall not be
eligible to work as tlie builder for any project for which the design work is part of this Contract.
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ARTICLE 11
Indemnity
Contractor shall defend, indemnify and hold harmless City and its officers, ofFcials,
agents, and employees from and against:
a. Any and all claims, liabilities, losses, damages, penalties, costs or expenses
including reasonable attorneys'fees and court costs)which City may directly or indirectly sustain
or suffer arising from or as a result of the deatli of any person or any accident, injury, loss or
damage whatsoever caused to any person or the property of any person which shall occur on or
adjacent to the real property which is tlie subject of this Contract, or in connection with
performance of this Contract which may be directly or indirectly caused by the acts or omissions
of Contractor or its officers, employees, contractors or agents, or as a consequence of any use,
generation, manufacture, storage, disposal, release or threatened release of a hazardous waste or
substance. Contractor shall not be responsible for (and such indemnity shall not apply to) any
willful misconduct, negligence or breach of this Contract by City or its officers, officials, agents,
and employees. The foregoing indemnity shall survive termination of this Contract.
b. Any and all claims under workers' compensation acts.and other employee benefit
acts with respect to Contractor's employees ar Contractor's subcontractor's employees arising out
of Contractor's Work under this Contract, including any and all claims.under any law pertaining
to Contractor's status as an independent contractor.
ARTICLE 12
Insurance
a. Contractor shall procure and maintain for the duration of this Contract insurance
against claims for injuries to persons or damages to property which may arise from or in connection
with the performance of the Work hereunder and the results of that Work by Contractor, its agents,
representatives, employees or subcontractors.
b. Contractor shall maintain the following minimum amount of insurance: the greater
of either the limits set forth in(1)through(4),below; or all of the insurance coverage and/or limits
carried by or available to Contractor.
1) General Liability 2,000,000 per occurrence for bodily injury, personal
injury and property damage. If
Cominercial General Liability iusurance
or other foi7n with a general aggcegate
limit is used, either the general aggregate
limit sliall apply separately to this
projectllocation or the general aggregate
limit shall be twice the required
occurrence lirnit.
2) Automobile Liability 1,000,000 per accident for bodily injury and
property damage.
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3) Workers' Compensarion as required by the State of California.
4) Employer's Liability 1,000,000 per accident for bodily injury or disease.
c. Any insurance proceeds in excess of or broader than the minimum required
coverage and/or minimum required limits which are applicable to a given loss shall be available
to City. No representation is made that the minimum insurance requirements of this Contract are
sufficient to cover the obligations of Contractor uiider this Contract.
d. Any deductibles or self-insured retentions must be declared to and approved by
City. At the option of City, either: the insurer shall reduce or eliminate such deductibles or self-
insured retentions with respect to City, its officers, officials, agents and employees; or Contractor
shall provide a financial guarantee satisfactory to City guaranteeing payment of losses and related
investigations, claim administration, and ciefense expenses.
e.Each policy of general liability and automotive liability insurance shall contain, or
be endorsed to contain, the following provisions:
1) City, its officers, officials, agents, and employees are declared to be ,additional
insureds under the terms of the policy, with respect to liability arising out-of automobiies owned;
leased, hired or borrowed by or on behalf of Contractor (any auto), and with respect to liabiliry
arising out of Work or operations performed by or on belialf of Contractor, including inaterials,
parts or equipment furnished in connection with such Work or operations. A policy endorsement
to that effect shall be provided to City along with the certificate of insurance. In lieu of an
endorsement, City will accept a copy of the policy(ies) which evidences that City is an additional
insured as a contracting party. The minimum coverage required by Subsection 12.U, above, shall
apply to City as an additional insured.
2) For any claims related to this Contract, Contractor's insurance coverage shall be
primary insurance with respect to City,its officers,officials,agents and employees. Any.insurance
or self-insurance tnaintained by City, its officers, ofticials, agents and employees shall be excess
of Contractor's insurance and shall not contribute with it.
3) Coverage shall not be canceled, except after thirty (30} days'.prior written notice
has been provided to City.
f.Contractor sha11 furnish City with original certificates of iiisurance and
endorsements effecting coverage required by this Article 12. The endorsenients shall be on fornis
acceptable to City. All certificates and endorsements are to be received and approved by City
before the Work commences. However, failure to do so shall not operate as a waiver of these
insurance requirements. City reserves the right to require complete, certified copies of all required
insurance policies, including endorsements effecting the coverage required by these specifications
at any tirne.
g. All insurance procured and maintained by Contractor shall be issued by insurers
admitted to conduct the pertinent line of insurance business in California and having a rating of
Grade A or better and Class VII or better by the latest edition of Best Key Rating Guide.
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h. Contractor shall immediately notify City if any required insurance lapses or is
otherwise modified and cease performance of this Contract unless otherwise directed by City. In
such a case,City may procure insurance or self-insure the risk and charge Conhactor for such costs
and any and all damages resulting therefrom by way of set-off fiom any suins owed Contractor.
i.Contractor agrees that in the event of loss due to any of the perils for which it has
agreed to provide insurance, Contractor shall look solely to its insurance for recovery. Contractor
hereby grants to City, on behalf of any insurer providing insurance to either Contractor or City
with respect to the services of Contractor herein, a waiver of any right to subrogation which any
such insurer may acquire against City by virtue of the payment of any loss under such insurance.
The Workers' Compensation policy shall be endorsed with a waiver of subrogation in favor of
City for all Work performed by Contractor, its employees, agents and subcontractors. Contractor
shall obtain any other endorsement that may be necessary to effect this waiver of subrogation.
j.Contractor shall require and verify that all subcontractors maintain insurance
meeting all of the requirements stated herein.
ARTICLE 13
Termination
City, acting through its City Manager or his/her designee, reserves the right to terminate
this Contract for any reason by giving five (5) days' written notice of intent to terminate to
Contractor. Upon receipt of notice, Contractor shall immediately cease work, unless the notice
provides otherwise. Should City terminate this Contract, City shall pay Contractor for services
satisfactorily provided and all allowable reimbursements incurred to the date of termination in
compliance with this Coutract,unless such termination shall be for cause,in which event City may
withhold any disputed compensation. City shall not be liable for any claim of lost profits.
ARTICLE 14
Maintenance and Inspection of Records
In accordance with gei erally accepted accounting principles, Contractor and its
subcontractors shall maintain reasonably full and cnniplete books, documents, papers, accounting
records and other information (collectively, the "records") pertaining to the costs of and
completion of services performed under this Contract. During the term of this Contract and for a
period of three (3)years after termination or completion of this Contract,City shall have the right
to inspect and/or audit Contractor's records pertaining to the performance of this Contract at
Contractor's office. Contractor shall make available all such records for inspection or audit at its
offices during normal business hours and upon three(3)days' notice from City,and copies thereof
shall be furnished if requested.
ARTICLE 15
Compliance with Laws
a. Contractor sha11 be knowledgeable of and comply with all local, state and federal
laws pertaining to the subject matter hereof or in any way regulating the activities undertaken by
Contractor or any subcontractor hereunder.
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b. Contractor represents and warrants that it:
1) Has complied aiid shall at all times during the term of this Contract comply, in all
respects, with all immigration laws, regulations, statutes, rules, codes, and orders, including,
without limitation, the Immigration Reform and Control Act of 1986 (IRCA); and
2) Has not uid will not knowingly employ any individual to perform services under
this Contract who is ineligible to work in the United States or under the terms of this Contract; and
3) Has properly maintained, and shall at all times during the term of this Contract
properly maintain, all related employmeiit documentation records inch ding, without limitation,
the completion and maintenance of the Form I-9 for each of Contractor's employees; and
4) Has responded, and shall at all times during the term of this Contract respond, in a
timely fashion to any government inspection requests relating to immigration law compliance
and/or Form I-9 compliance and/or worksite enforcement by the Department of Homeland
Security,the Department of Labor, or the Social Security Administration.
c.Contractor shall require all subcontractors and/or subconsultants to make the same
representations and warranties required by this Article 15 when hired to perforrn services under
this Contract.
d. Contractor shall,upon request of City,provide a list of all employees working under
this Contract and shall provide, to the reasonable satisfaction of City, verification that all such
employees are eligible to work in the United States. All costs associated with such verification
shall be borne by Contractor. Once such request has been made, Contractor may not change
employees working under tlus Contract without written notice to City, accompauied by the
verification required herein for such employees. Contractor shall require all subcontractors and/or
sub-consultants to make the same verification when hired to perform services under this Contract.
e.If Contractor,or a subcontractor or subconsultant,knowingly employs an employee
providing Work under this Contract who is not authorized to work in the United States, and/or
fails to follow federal la vs to determine the status of such einployee, such shall constihite a
material breach of this Contract and may be cause for immediate termination of this Contract by
City.
f.Contractor shall indemnify and hold City, its officials and employees hannless for,
of and from any loss, including but not limited to fines, penalties and corrective measures, City
may sustain by reason of Contractor's failure to comply with said laws, rules and regulations in
connection with the perfonnance of tlus Contract.
ARTICLE 16
Governing Law and Venue
This Contract shall be construed in accordance with and governed by the laws of the State
of California and Contractor shall submit to the jurisdietion of California courts. Venue for any
dispute arising under this Contract sliall be in Orange County, California.
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ARTICLE 17
Integration and Amendment
a. Tlus Contract constitutes the entire agreement of the parties. No other agreement,
oral or written,pertaining to the Work to be performed under this Contract shall be of any force or
effect unless it is in writing and signed by both parties. Any Work performed which is inconsistent
with or in violation of the provisions of this Contract shall not be compensated.
b. Amendments to this Contract must be in writing and signed by both parties. The
City Manager is authorized to execute amendments to tlus Contract up to the amounts speci6ed in
Chapter 3.08 of the Orange Municipal Code.
ARTICLE 18
Notice
Except as otherwise provided herein, all notices required uiider this Contract shall be in
writing and delivered personally, by e-mail, or by first class mail, postage prepaid, to elch parry
at the address listed below. Either party may change the notice address by notifying the other party
in writing. Notices shall be deemed received upon receipt of same or within three (3) days of
deposit in the U.S. Mail,whichever is earlier. Notices sent by e-rnail shall be deemed received on
the date of the e-mail transmission.
CONTRACTOR" CITY"
Kasa Construction Inc.City of Orange
15148 Siena Bonita Lane 300 E. Chapman Avenue
Chino, CA 91710 Orange, CA 92866-1591
Attn: Hector Zavala Attn: Don Equitz
Telephone: 909-457-8260 Telephone: 714-532-6464
E-Mail: hectorz@kasaconstruction.com E-Mail: dequitz@cityoforange.org
ARTICLE 19
Claim Resolution
City and Contractor agree that the claim resolutiou process applicable to any claim Uy
Contractor in connection with the Work provided herein shall be subjeet to the procedures set forth
in California Public Contract Code Section 9204, attached hereto as Attachment No. 2, and
incorporated herein by this reference.
ARTICLE 20
Counterparts
This Contract may be executed in one or more counterparts, each of which shall be deemed
an original, but all of which together shall constitute one and the same instrument. Signatures
transmitted via facsiinile and electronic mail shall have the saine effect as original signatures.
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CITY"
CITY OF ORAN E, a municipal corporation
l
By:
Mark A. Murphy
Mayor of the City of Orange
CONTRACT, BONDS AND INSURANCE
APPROVED BY: ATTEST:
Mary E. nning Pamela Coleman, City Clerk
Senior Assistant City Attorne
CONTRACTOR"
KASA CONSTRUCTION INC., a California
corpora '
jNote: Signah re of Chairmari of the By:
Board,Preside:t or Vice President is Printe Name: a,n
eqisiredJ Title:
Note: Signature of Sec•etary,Assistrurt By:
Secretary, Chief Finuncic l Of cer or Prin d ame
Assistant Treasrcrer is also reqtiiredJ Title:
l _ .,.
ti;
r _ . L. ..._
4. ti.. `` _
R\-__ "
1i1 A 1\l\
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EXHIBIT "A"
CONTRACTOR'S BID PROPOSAL
AND SCOPE OF SERVICES
Behind this sheet.]
Exhibit A:Page 1 of 301
Y7'
a+r+i .
IT'Y 1 1lTC,.
COMMUNITY SERVICES DEPARTMENT www.cityoforange.org PMONE: (714)744-7274 FAX:(714)7rt47251
IiAR9DY PA RK MAIfVTENAIVCE RENOVATION
QU T F t i$D (F4) N. -2..13
W ug as 27, 2020
l'he doeuments contained in thi R qu t for id document are eonsidered to be the
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added to the cQntact list f r this spe ifie bidder's list in order o receive emailed
updates of any r vis d/additi nal inforr ation ar d add nda.
It is the responsibility of tMe interesfied idder to request being added to the bidder's
list and to check th website fir quently to look for any additional updates.
PR07EGT NAME: Hansly Park NOain#enance Re Wa ivn
Location Address: Handy Park, .43 E, Oakmont Ave., Orange CA, 92867
Contact.Nam: Don EQui Sr. l.nds pe Pro ect Coordinator Citv of Qran c
Phone'#: 71 4-532-6}64 fof ice) 714-438 9617 fcell)
Mail Address: dequitzCa cityo q anae.ora
PR07ECT'DESCRIRl'TON;
The City of Orange, CA, a Muni lpal Corqoration, is invitin qualified onstruction firms to
provid site r novation at Mandy P rl ir Qr nc, p archltectural and r gin ring plans
pre ar d by RMA Landscape Archl eci s. WQrk i to include, but no be limited to derriolition,
grading, ite preparation for the installation df pre fabricated buildin, replacem nt and
installation of new shadE cs vers. Installation oP new parking lot lighting and paving surface.
Ir stal(ation of new hardscape paving surFaces ir cludir g concrete,pavers,curb&gutter,ramps,
ADA approaches and bandings. 2nstallakion of landscap irrigatiQn and p{antings. Installation
of sitE drainage per Water Quality Management Plan.
I FB 20-21.13:Page 1
Exhibit A:Page 2 of 301
ENERAL PRQVIS ONS:
1. A pre-bid job walk has been scheduled for Sept erob r 14, a0 0 at 9:00 a m. at Handy
Park, 2143 E. Oakmont Ave., in Orange. The job walk is highly recornmended.
2. NOTE: All eonstruction work shall be performed in adher nce to the approved plans
prepared by RHA Landscap ArchiteGts and to the City Q Orange Public Works Standard
Plans and Specifications (available at th Public Works counter for NON-REFUNpABL,E
charge of $12.00.($15,00 i mailed) ar d t t current edition of the "Green Book" for
Sfiandard Specifica ions for PubliG Work CQnstru tion'.
3. Contractor shall,at all times,carry valid ins rancE,which meets all City of Orar ge insurance
requirements as outlined in Attachment Nca. 1.
4. Contractor shall pay prevailing wages per the current Department oF Industrial Relations
wag rate (including all scM duled in r as s) and furnisl Certi ed Payr411 Reports for all
workdays.
5. The contractQr is responsiblc for carrying/aequiring all pertinent licenses/permits for
accomplishing this work, eontractt r^s biddir for work on this ProJec must hvld an active
State of Cafifornia Contra ors .i ens; minimum license requirert ent is to be one of the
followir g-`/;`B'.
6. Contractor shall obtain a City af Qrang business license.
7. All work shall conform to th specificatior s contained in tMe RFB and any subsequent
agre ments,
8, Cvntractor shall be required to provide a $.,50.00 deposit for us of a City water meter
ar a i Ey flre hydrant ifi requi d. antra tc r hall b eharc ed $z,75/day for water meter
rental and shall be responsible fQr all water harges assoeiated with project. Consumption
charges oP$2.59 per hundred cubic feet of water apply.
9. Working hours will be per City of Orang ordinar ce; 7:00 a.m.to 4:00 p.m.Weekend work
will only take place with permis ion rom tl City of Qra ge.
i0.V@hicles: All vehicles us d by th contra tor a ta be ider tiFled with door signs (approx.
20"x 1", magnetic sign okayj or quival nt with the cort pany name and phone number.
These ne l to b visible From both sides of said v hicle.
11. Ur ifarrns: All of corttractor's erriploy es h ll wear appropriate uniforms at all times while
on duty, Uniforms must hav the ontractor' nam.
12. Backgroun/Securitv: All persflnn l en ag d in performance of this work shall be employees
of the contractor and as such shall be warrant d to pQsssss suf cient exp rlence and securifiy
remrds to p rf4rm this wQrk.
SL4 l
1. Contractor wi I b required to a end weskly, pn-ite eon truction meetings with City Stat.
2. Contractor must provide a"lool-ahead"task list of work or th upcoming three weeks of
the project schedule.Th IQok-ahead task li t will be reviewe at the weekly meetings.
QP F RK ND PRO,[,PECTFICATIONS:
DEMOLTTTON:
1. Supply all equipment and lah or n ssary FQr the d molition and r moval of all work as
d scribed In the within th is RFB and sub quent plans, speeifl atior s and d t ils. Work i
to include, but not b limlted to, remov l nd haul away of the xisting Corrimunity
Room/Trailer, patio/shade env r/trellis, unwanted p ving/asphalt, ramps, curb & gutter,
landscaping/vegetation,trash nclosure,stQrm draln inlet,existing p rking lot light fixtures
and the over excavation of soil/mat rial in order o carry out the work as required within
thi5 RFB.
RFB 20-21,13:Page 2
Exhibit A:Page 3 of 301
z. Remove and relocate existing wat r meter, water valves, and electrical utility/equipment
per a proved plans,
3. All material for demolition is to be removed off site at Contractors expense.
4. During th month of May 2U2., ther will b a variety of community user grQups that will
need acc ss o h park ar enities and ball Felds. L er olitian may begin as early as May 3,.
2021, however,the worksite areas m st be fer ced off and secured to ensure patron safety"
during regular park access hours. full park closure i5 planned for May 31, 2021, which
would aIIQw the contractor full access ta the wQrksite for demolition and construction.
Parking lots will need to be kept ir tact for patron use until the scheduled park closure af
May 3 J., 2021.
5.. Contractor i responsible for facilitatin a dust contrc l plan for the duration of the project.
S1TE PR PAR 1'1"ZQN:
The 9ntractqr is res pnsibl for r kin himself familiar with all exisking site conditions at
th ity o Qrar ge M r dy Park it ir eludi all Ir gr s/egr ss access:and all amenities that
arE to b prot cted, as w ll s e cisting lar ds ape spa es tMat are to b protected in place.
Th Contrac or is responsible for aecura e site layout and elevations pf ail project
amenities/furr ishings per appr4v d plan.
3. At the cQnclusion of ch day's wprk, the contractor shall r move all tools and equipment
from the prQj ct site,Th project ite shall ae I ft ach day in a clean,n at and safe condition.
This will incl ade, but not.be limit d t4, tl e Iling.of all cposed/open trenche or holes,
sc uring/burring (by the'end of achi day II utility plp/tubing and/or compvn nts. The
Gontractor m y.arrange with ity Staff or a locked storage bin to be kep on,sit for tools
and/or quipment storage.
4. Supply tempQrary barrier encing during ce nstructior. Barrier fencing to be si fe t tall chain
link firec standing type. F nGi g to surround ntir area of construction.Barrier fencing shall
include signage(six minimum)of date wM r work will be eo npleted by. Note:Final wording
on signage will be appraved 6y G71y of Qrange staff.
ONSTRUCTTON:
1. The CQntracCor i r sponsible for any and all x avations of soil and/or establishing all rou h
and/or finish cl/preeis gra lr g Qr all a e iti/furr isMings alled out within th approve
plans.Tn addition,the Contrac or is r sp nsl le all preparations of sub grad s and/or related
compactiorts and assqciated Erkl ieation p r pprQved plans.
2. The Gontractor is responsibl for all construction and installation of all amenities and
furnishings as called out within fih apprQv d plans'ram.F HA.andscape Architects ineluding,
but not limited to, grading, walls, shade covers, curbing, rarr ps, paving, railings, signage,
doorS/gates, columns, lighting, i rigatipn, sQil pr paration and landscape.
3. The Contractor is responsible for implern nt tion and compliance of all Stormwater Pollution
Prevention Plan (SWPPP}, p r approved plar et.
4. The Contractor is r sponsible far irriplEmentation and compliance of all Water Quality
Managerrier t Pl n (WQMP), pe approv d plar s t.
5. The Contractor is respansible for all base/sub-soil and utility. preparation and supply for the
praposed pr-fabricated building by Public R Stroom Company(PRC). All base, sub-soil and
utility preparation and supply is to b c r plet d per the City's approved plan set and PRC
specifieations.The Contractor wlll b respo sible for final utility connections to the proposed
pre-fabri ated building by PRC, Nvt: 'ft Aropvsedpr-abricatedbuildir g willbepurc iased
by the City of Oran,e T/e p/ae rr ent and in.ta//at'lon of aid bui/d/ng wi//be completed by
PRC. The orchestratlon and seh duling oftl%work wlll be by the Contractar.
RFB 20-1.13:Page 3
Exhibit A:Page 4 of 301
6. The Contractor is responsible for all d molition of old lectrical supply and installation of
new el cfirical supply and camponents for all site amenities as shown, described, and
detailed within the approved plan set.
7. The Contractor is respon ible for all permits and associated fees; certifications and
inspections that are related and/or cpnn ted to the carrying out of all work as called out
within the apprQv cl plans From RMA Landscap Architecks. Permits fees for this proj ct will
be waived by the City,
SPECIAL ERlSTRlDC7 QNS:
i. Contractor to submit a 10% Bid Bond with bid pa kage.
This projecr requires a payment bvnd.
3. This proj ct is subject to a 5Q/o retention.
4. The Contrac#or ds to provid a ched le o ex cution #or tF e wrork describeal
within the RFB along with their bid submission. Final schedule is subj ct to Ci#y
approval.
5. The Contractor shall provide with this RFB a minimum of t iree (3) ref rences of.
commen ura e/equal work wi Fi iti s and/or municipallties. Refierences shall .
represent/include:
Work completsd within the last seven(7)years,
A description and Ipcation of s id work.
An ap roximate eost of said work.
A contact person and phone number to verify work. The City reserves the right to
rej ct any contrackor who th y f el do S not meet a qualifying work experience or
satisfying references.
6. The City reserves the right to rejeck at any time any or all bids, or part thereof, and to
waiv any variances, t hnicalities and in vrm lities which do nok impair the quality, or
pertormance of the project.
7. The City reserv.s th right ta rej k any cont a ctor who they feel does not meet a ualifying
work experi r e or safiisfying E erences,
8. TMe City reserves th right to reject at any time any or all bids, or part. ther af, and to
waive any variances, technicalikies and informalities which do not impair the quality, or
performance of he project.
9. All square foot and linear foot totals list ti in this RFB, and/or plans are approximate. The
contractor is r sponsible fQr all measurem nts (line r and squa"re foot) included in this ,
bidding package and/or approved plan.
10.The confiractor is r sponsible or he r pair of any existing site amenities, concrete,
landscape, storm drain, irrigation lin or prinkler that are lamaged durir g tMe
impl m ntation of this work. Any and all placement work will be performed to the
satisfaction.of the City of Orange.Any damages to City or rc sidential property resulting from
the contrackors work shall b repaired or replaced at the contr.ackor's expense to the .
satisfaction of the City of Or nge.
11.The contractor is required to provide and post appropriate signage directing/re directing
any and all pedestrian traffic in app^opriat directions, per City of Orange.
12.A proposed project sch dule for all work as d scribed within the approv d plan set is to be
included within the response to this RFB.
13.All work as d scribed within this RFB hall be completed by the final day of the approved
schedule. Any work that is no orriplet d, per the scheduled end date, will have
Liquidated Damages ass ssed in th arrtQunt oF$500.p0 per working day, A working day is
understood to b Manday hrough Friday; not in luding weekends, holidays and rain delay
days.
RFB 20-21.13:Page 4
K,4SA Gonstructic n,lnc.
Project List
Job Ho Customer Name Project Name Contrac#Amo nt CLstomer Con3act Contact#Start ate End ate
1103MU City of Murrieta Torrey Pines Park 2,966,900.00 Bii!V!'oo}sey 959-461-6073 4/3 9J20 1 90/4/2019
1991RI City of Riverside Riverside ftegionaJ 11 later Contr 729,i3Q1.U0 Daniel Simrr ons 951-826-5a 9 9019fl/c019 2/17/2912
39121R City of Irvine St.Rehab-EI Camino Rea 4 2,879.fi7 S3eve 011o 949-7247562 92l5/2{919 3/5120i2
9 i 94Si4 SANBAG SANBAG-SL Rt.210 Segment 1U 9,79,9 3.55 Matt Tsugawa 909-747-3658 2/13f20i2 90/26/2012
l209CU ityvfCulverCity Culver-1Af.atUashirigtonArea 337,206.00 ElaineGeretyYVarrier 310-253-5777 5121/2 32 9/97/2012
l20dHU Nunter Con#racting Co Prado Dar a Ffood Wa99 194,6UD.00 LaureAlfie.es 480=632-4945 3/512U 2 90/3/2fl12
12050N City of Ontario Ontario-5ovth Bfln euv Rar c 809,776.97 Vem Stiner 9D9-395-2622 5/71209 9/6/2012
9 06iJE City of f ewport Beach iVewport-9r+ine Ave iVledia s 308,U7SA0 Iris Lee 949-644-3323 7/231 D92 3/3/2013
12USPE City of Perris Perris-Mercado Park 3,794,008.78 Darren f tadk n 959-943-63 0 10/1i2t1i2 5f1 120i3
12fl9LQ City of La Quinta La Quinta-Frsd Warmg Median 72,729.05 Leonard Sauver 760-777-7048 9 9/2Sf2072 3/9812093
127flCU City of Cutver Ci#j Culver Ciiy-Culver Maintenanoe D,(300.00 . Etair e Gerety Wamer 390-253-5777 3/98i2093 32J3 l2014
9211DP City of Dana Point Dana Poini-Town Ceni r I prov 379,490.0t3 Ma#hew Sir+acor 949-248-3v7 7/28i2073 A/70/2U93
130'd LM City ofi La Mirada La Airada ar+ta Gertrud+es Ave 9 4,657.fl0 Greg,dohrason 562-902-2373 6/1 Od20 3 9/5/2D9 3
3302SC City of Santa Clar ta Santa arita-ierra!-fvvy 484,34fl.65 Jackie al9io 669-286-4939 5/789i 93 7J25/2493
93fl3SA S14NBAG SA+18AG-St Rt 29fl Seg erei 3 3,8fl,318.30 Matt sugavra 909-47-8608 913fl920 3 814/2095
i3fl5NE City of hiewport 8each iewpori-8ristol St.Sout h 423,9fi0.flU Jrts Lee 949 44 323 9iZ3 2fli4 9/P3/2094
9306SU Successors Agency ity of Industry S ccessors-8aker F'kva+Slopes i,279,788.t10 Gerardo ergz 626-333-0336 412912a94 8/812{f74
3409{P City o#Rancho Palos'/erdes R V-Aba orae Coue Shore!'ark 49,489.5D Sairrrak ilo3 ari 3 0-544-5339 6/91 D7 1 9/1(312034
4Q2NM NARC.Buildets,LtC NMC-!lifi Creek]lNJel9ands 574,637_50 Christina Caniwell 909-983-i19,9 f41 4 9f16/2a95
1}03RP City oi Rancho Palos Verdes Rl A/-Abalorre arking+Lot&i? 4Zi,7U0_OD Lucho Roddg ez 390-544-5252 6i?J2t374 9/12l2074
14fl40N S.L.ijnYariv Developmnt Company SLON-0n ario Ce3ebra aora f'r C 2,866,9.00 1Cavous naar»i 9D9-628-S 3G 7128/2014 9 4f7i2a14
3405RS City of Rancho Santa Margarta RSiWI-Median Landscape raipsov Z9,92.75 Matthew Tsagawa 951-788-6028 8/98f2(V'!4 9/26/2034
9406F0 LCD Sierra Crest,LLC LC-Sierca Crest Paa c Site[3 942,212.50 Kavous eaami 909-628-623 1 8f4/2A97 11/97/2094
94fl70N S.L.flniario Developmnt Campany CFD Ph_9 La dscaping-Pai'kPl 2,977,3A3.00 Kauous F ami 909-62&6234 9i22/2014 9 i//2014
1408SE City of Bellflower Belifilower-FloraV sta Dog ark 2tr4,703.00 Miranda ole 562-804-1 424 92/8f20 4 2/13/2015
15D9 NE City of Newport Beact I tewport-8ack Bay ew Park 3'lSl,4flD.OD Patrick lrciraiega 949-644-3347 3/1&120 5 fi/z21203 5
15020R City of Orar ge Orar g Gayaiva Park Lndscp Im 104,600A0 Dara Equitz 714-532-6454 6/1/2fl9 6/2612015
9503MV City of Mission Viejo NC ssion'lfiejo-1Vlarguerite Medir 795,669.70 l rr Hifl 949-470308b 3/9/20 6/95/2095
9304RC City af Rancl o Cucamonga Rane9 o Cuc-Etivuanda Creek Par1t 19 9,772.20 Rameo.avid 909-477-2740 5/3812U75 6/3 9/2095
9505BE City Af Bellflower Seliflower-7 nn Par c 953,&1.25 Sernardo Iniguez 562-8041424 5/91/2095 6/29/2095
1506R1 City of Rialtn Rialto-f fetrolnk.Park ok an 9,394,Jh4.50 Jasor+Sr wn 562-364-8467 8/2412fla 2/8/2016 y
150 M0 Morer o Valiey Llm red Schoo D NIVl1 i3-Palm iVliddie Sct onl 1,936,700,00 Carmen Ochoa 951-379-459fi 5/8J2fl95 8/7/2U15
9508CL CikyafClaremont Clarsmont-lnd+anHfllTurfiRed 253,828.00 Natafie,vila 9fl9-594-9 02 i 3312U95 9%1/2095
1370WE City of Westminster Wstrr nstr-Hoovr St BkeTfl4 npr 1,994,584.D0 dake Pign 714548,3459 9128/20 f 4/12/2096 9
1519BR City of 8rea Brea Sports Park TurfFtem Ph1 9'IS,896.56 Bii1 Bowlas 714-990-7694 12/3/2075 12/23/2015
35921R City of Is fne rvine-f-larvard Ave Land.ftehab 178,77U.00 Uyenly Bui 949-724-7559 1l2512078 4l20/2096
9593GL Gity of Glendora Glendoraa3rought Tolerant Land 289,8D0.0 Steve Lawsfln 626-852-4868 2/8/2U16 4/27/2U'16
w
0
9609PA City of Pasadena asadena-Imp.flf OJd asa MaN 948,945.00 John Ramey S2S-.944-6992 6/2/2016 8/29/2016
9 6U2C0 City of Costa fUJesa Costa Mesa-Harbor Bike Trai] 962,356.OU N{arc 7Vlarcacci 714754-5248 2/6/2016 S/25/2016
16030R City ofi Orange OrangeShad Landscape Renovati 88,500.00 Nathan Sluhm 734532-6499 6/6/2096 7/18/2016
1604Lf City of Lake Forest Lake Forest-1mp.o#Porkola Pk 65.5,fi50.00 Douglas Erdman -949-282-5233 8/2/2015 1'i/3/2016
9606TU City ofTustin Tustin-Detention Basin tandsc 3,1 7,105.75 Eddy Jan 743-573-3957 9/12/2016 8/98/2017
16fl8HU City of Huntington Beach HunEington-Vuorthy Par3c Reconf 1,487,800.00 Jim Escatia 7 A-536-5525 3/27/2097 6/b/2097
609C0 City af Gosta PAesa Co ilAesa-Median Lndscpe 8 Irrig 57,737:00 Arash Rahimian 794754-5335 2/6/2017 4121/2017
1701 Rfl City of Ro emead Rosemead-.iay Imperial Paric 1,236,083A0 Rafael Fajardo 626 69-2150 5/8/2097 91/9/2017
17020R City of Orange Orange-Yorba Park Lndscpe Rnvt 1,037,b00.00 Don quitz 774-7447274 7/24/2097 4/10/2098
97030R City of Orange Orange-Yorba flemo Rstrm/Stor 293,D0.00 Don EqWitz 714-7-7 4 5/24I2017 92f21/201'
97U40N S.L.On#ario DeueiopmnY Company Ontario-Ceiebration Park Nrth 2,944,670.U0 Sage 1NcCleve 909=628-6234 7139/2017 '1/24/2018
1705R1 City of Rialto Rialto-Joe Sampson Park 5,i 47,OOA.UO Ted Rigoni 909-820-253'!9l29/2018 10l12/2018
9707N6 City of Newport Beach Newpod-iVlacArthar Lartdscaping 228,450A0 Patrick Arciniega 949-644-3080 92/4/2017 6/95/2018
9708A11V City ofiMoreno Valley Moreno Valley-JFK Park 566,525.00 Tnny Hetherman 951-493-3150 29/2018 6/21/2018
78fl9f21 City af Rialto ftenaissance St.&Landscape impro. $ 7,373,998.65 Kavous£mami 909-628-6234 7/27i2018 Active
7802V1fV City of Westlake V liage Freeway roritage tandscape Project $ 505.,940.00 Kelly David 898-706-9fi13 8/93i2018 1 i/93/2018
38fl3CM City of Costa 81Aesa Redhill Ave Nl dian Irnprovemer ts 9,786,492.50 Azita Faknorbayat i14754-7335 9/13/2098 1/16/2019
9804CH Ciry of Chirio Hills Los Serr nos Pa C 3,688,324.92 Mark Raab 909-364-2773 10193/2018 8l29/2019
1805JV City of Junapa Valley Riverbend.Park 197,278.6U 8r an King 959-2]8-9854 12/3/2018 Active
1901SM City of Santa Monica S8B Baktery Ct argang S ation 99,OD0_00 Pharaoh Augusfine 90-458-2201 4/9J2019 4/26/2D99
1902F0 City of Fontana Sierra Crsst P.ar 1,960,t 9 1.fl0 Ricardo Garay 909-35A-7619 5/6/2099 Ac#i e
1903 RPV City of f2ancho Paios Verdes fiesse Athletic Fie]d 1mp.rove. 3<16,889.40 James Faannigan 3i0 44-5277 Void Void
1904 RPV City flf Raacho Palos 1 erdes Trail Connection for Deadmans Curve $ 346,495.00 6/20/2019 i2l5/20i 9
1905LF City of Lake Forest Fortola Center Park 4,074,79Q.00 Taylor M.AGerr athy 949-4fi1-3490 8/4/2019 Active
1906SM C3y of Santa Nlonica Bicknefl Ave 89,800.fl0 dason Hoang 310-458-2209 92/2l2099 Active
1907LW Gity of Laguna Woods Water Efificient 254,747.10 April Baumgarten 949 39-0568 91/4/2019 Active
1908CY City of Cypress Oak Knoil Park Restr000m&Conc 318,SOD.00 Nick Vlangkatakiri 7i4-229-6729 12/9/2019 Active
1909N6 City of Newport Beach West Coast Median Landscaping 975,350.5D Patrick Arciniega 949-644-3347 5/22/2020 Active
2009SM City of Santa Monica Patm Tree Relocation 8 Place.At Civic $ 127,OOO.UO Selirri Erin 3i0-458-8729 2/6/2020 3/19/2020
2002PU Pomona Unified School District Ganesha H.S.Landscape Repair 9 34,850:aD Trevor Mason 90-552-3734 6/11/2020 Active
2003CY City of Cypress Lincoln Ave Median Restoration 569,593.00 Alexandru Sangean 714-229-6624 8/3/2020 Active
2004SB Gity of San Bemardino Palrn Ave Median Restoration 668,000.00 Saba ngineer 909-384-5284 8/3/2020 Active
2005CH inland Empire Utilities Agency Kimball Ave laradscape Renov. 93,fi91.00 Moel emla 909-993-i600 8/92/2020 Active
Ci7
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ly
UQ
O
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Exhibit A:Page 7 of 301
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Exhibit A:Page 8 of 301
Si e Plans•
1. The following documents are included in AttaeJ jent 2:
Site Plans for Mandy Park Maintenance R novation
o Storm Water Pollut'ion Prevention Pian rosivity W iver(SWPPP)
Water Quality Management Plan (WQMP)
Handy Park Struc ural Calculations
TIMELINE(APPItOXIMA'TE):
1. Job walk: Sept. 14, 020 at 9:00 am.
2. Deadline for questions regarding project/RFB:Sept. 17, 2020 by 2:00 p,m.
3. Bids due/bid opening: O tober 1, z020 by 2:U0 p.m.
4. Presentation to City Council: November 10, 2020
PROJECT TIMEL%NE(APPROXINlATE);
1. Pre-construction Meeting;January 2021
2. Notice to Proceed: April 2021
3. Begin Demolition May-3, 2U21
4. Full park clvsure May 30,2021
5. Delivery of Building:7une 2021
6. Certification of Oocupancy: Sep Er ber 2021
7. Substantial Completion: Septerr b r 30, 2021
Work to be compl fied by:1?0 working days from May 3
BID SUBI+IISSYON:
Provide response to the abov REQU ST F?R IQS on attached Bid Shee r d unall
a e gf the Request for Bid,includlna th sco e and so ciflcation sectior sa, rEferer ces,
schedul f and bi,bond.
Bids must be received on OctQb r , a020 by ,, at the City of Oran e City
Clerk's Office (300 E. Chapman Av,, Orang,CA 2$66 . Responses may be sent v a U.S.
Mail, or delivered personally ta the ab4ve addr ss, glease nrov e thre copies of bid
cnakets. One or'ginal and tw initialed cop e are aptable.
Bid packets must be labelled a apro riately=,
RFB 20-21,13- Handy Park Maintenance Rer ovatimn
Attn: Purchasing Department-Don Equitz.
The City reserves the right to rej ct any a d all Bid and any item pn items therein, and
to waive any non-confor nity Qf Bids with this Request for Bids, whether f a t.chnical
or substantive naturE, as the interest of th City may require.
RFB 20-21.13:Page 5
Exhibit A:Page 9 of 301
itF 20-1.13 Fiandy Park Maintenance Renovation
ID SHEET
Date: 10/1/2020
Bid Submitted by: Diana Kasbar-President
Company Name: SA Gonstruction.com
Address: 15148 Sierra Bonita Lane, Chino, CA 91710
Phone #: 909-457-8260
E-mail Address: hectorz@kasaconstruction.eom
COtlta me:Hector Zavala
Diana Kasbar- President
Signature of Respons' le Officer or Employee Print Name
The stated bid amount below constitutes the total dollar amount to perform the work described in the
above scQpe of services to include all that is required to provide the work product and/or install all
materials required ta complete the work to a professional workmanship standard, and to install and
apply all materials per all manufacturer's specifications and recommendations.
Contractor represents and warranfis that it has thoroughly investigated and considered the scope of
services and fully understands the difficulties and restrictions in performing the work. Contractor
represents that it is experienced in perfarming the work and will follow professional standards in
performance of the work. All services provided shall conform to all federal,state and local laws, rules
and regulations and to the best professional standards and practices.
TOTAL BID AMIO JNT Ltarr Se n: $ 1 . 3 A, sac>
The pricing for the following two items should be included in the lump sum
amount abov. List the unit pricing for these individual items, for potential
deductions of these items should fiscal timitations arise:
8 Column Shade structure
Lump Sum)a O' v
Monuonere# Sign & Subsequent
Li htio Lum Sum : @ Z s
The pricing for the following item sha d not be incl uded in the lump sum
amount ab. List the unit pricing for this item, for potential addition of this item,
should bud etin aflow:
13'x 26'x 11'(x 2) Panorama
Cantilevered Sh de treacture l 1 C)o00
Lump Surte):
RFB?0-21.]3:Page 6
Exhibit A:Page 10 of 301
CITY OF ORANGE
COMMUNITY SERVICES DEPARTMENT
30 E. CHAPMAN AVENU
ORANG, CALIFORNTA 92866-1591
714) 744 7274
KASA Con truction Inc
orripany Name(Bidder)
TO THE CICY COUNCIL OF THE CITY OF ORANGE:
In compliance with the notic inviting bids, plans, specifications and other contract documents for the
construction oF Bid No. 20-21..3, Man y„ar a nce Renovation. the undersigned
has carefully examined: tl e location of tM propos d work, character, quality and quantiiy of work
to be pertormed, conditions to be encountered, mat rials to b furnished and as t the requirements
of the plans,spe ification and other wntract dacum nts; agree that submission of a proposal shall
be considered prima faci evidenc that the bidder has made such examinatlon; and proposes to
furnish all labor, materials, toolS, and equipment n c ssary to complete the work in accordance with
said plans, specificatic ns and other cor traet doeuments at the following unit or lump sum prices set
forth in the sch dule.
Ifi awarded the contrae, the undersignEd agr es to commence the work under the contract witMir
tMirty(30)days after tMe Notice to Proceed,and ecamplets said work within one;,qun rg ten(,iol
yyorkirog fro n the fi st day of com nencerrj nt of such work unless legal extensipn is granted
in accordance with the terms set fQrth in th sp cifieations. If undersigned is awarded mqre than
one zone, the work must b completed consecutiv ly.
The undersigned agrees that the foregoing stimate of quantities of work to be done and materials
ta be furnished are approximat only, being given as basis for the comparison of bids.
The undersigned agrees that the City will not be held responsible if any of the approximate quantities
shown in the for oing proposal shall b Found ir eorr cck, and shall not make any claim for damages
or far loss of profits because of a differ r E betw n the quantitie oP the various cla5ses of work as
estimated and the work actually donc. If any er or, omi sion or mis-statement shall be discovered
in the estimated quantities, it shall not invalidat this contrack or release the und rsigned from the
execution and completion of the whole or park af khe worl h rein specified, in accordance with the
specifications and the plans herein mentioned and the pric s herein agreed upon and fixed therefore,
or excuse hir from any of the abligations or liabilities hereunder, or entitle him to any damages or
compensation oth rwise than as provided for in this contract.
The undersigned agrees that the City shall have the ri ht to inerease or decrease the quantity of any
bid item or portion oF the work or to omit pvrtions pf the work as may be deemed n cessary or
expedient,and that the payment for incidental it ms of work not separately provided in the proposal
hall be considered included in tl e price bid for other various i ms of work.
Accompanying this proposal is idder's Bor d 10% of Total Bid Price
NOTICE: Insert the words "eash", "rtifed Ch ck", or "Bidder's Bond", as the case may be, in an
amount equal to at least 1Q p rcent o Fie tvt il k id pric, payable to the City of Orange to guarantee
that th bidder will, if awarded the cantract, promptly execute su h contract in accordance with the
RFB 20-21.13:Page 7
Exhibit A:Page 11 of 301
proposal and in the manner and form required by the contract documents, and will furnish good and
sufficient bonds for the faithful performance of the same.
The undersigned deposits the above named security as a proposal guaranty and agrees that it shall
be forfeited to the City of Orange as liquidated damages in case this proposal is withdrawn by the
undersigned and the undersigned shall fail to eacecute a wntract for doing said work and to furnish
good and sufficient bonds in the form set forth in the specifications and contract d9cuments of the
City, with surety satisfactory to the City within 15 days after the bidder has received written notice
of th award of the contract; otherwise, said security shall be returned to the undersigned.
Bidder he eby declares in writing, under pEnalty pF rjury that all employeeswho will be performing
labor, maintenance, delivery, installation ar r air, will be those who are legally entitled to live and
wqrk in the United States. Further, tMe bidder as er ployer agrees to provide documentary proof of
such eligibility(when requested by th ity a any other authorized entity or agency).
Bids are to be ubmitkEcl for the entire work. The bidd r shall set forth for each unit basis item of work
a unit price and a tot,l for the item,and For M lur p sum item a total or the item,all in clearly legible
figure5.in the r.spectiv spaces provid cl for hat purpos. Zn the case of unit basis items,the arnount
set forkh under the "Ttem Total" column shall be the product of the unit price bid and the estirr ated
quantity for the item. In case of disc.repancy between the unit price and the total set forth for a unit
basis item,the unit prioe shall prevail, excep a provided in (a)or(b),as follows:
a) If the amount set fiorth as a unit price is unreadable or otherwise unclear, or is omitted, or is
the sarr e as the amount as the entry in tf e item total columr, then the amount set forth in the it m
total column for th it m shall prevail and shall be livided by the estimated quantity for the item and
the price thus obtained shall be the unit pric;
b) (Decimal Errors) If the product of the enkered unit price and the estimated quantity is xactly
off by a factor of tert, one hundred, c., or,or tentt, ar on hu dredth, etc. from the entered tot l,
the discrepancy will be resolved by usinc the enter d uni price ar item total, whichever mo t closely
approximat s perc ntage wi e the unit price or item to al in the City of Orange Final Estimate of cost.
If both the unit price and the item total are unreadable or otherwise unclear, or are omitted, the bid
may be de med irregular. Likewis, if the ikem total for a lump sum item is unreadable or otherwise
uncl ar, or is omitketl, the bid may be de rneel irregular unl ss the project being bid has only a single
item an a clear, readable total bld is provided.
Symbols such as commas and dollar signs will be ignored and have no mathematical significance in
establishing any unit price or item total or lump sum. Writter unit prices, item totals ar d lump sums
will be interpretEd according to the numb r of digits and, if applicable, d cimal placement. Cents
symbols also haVe no significance in establishing any unit price or item total since all figures are
assumed to be Expressed in dollars and/or decimal.fractions of a dollar. Bids on lump sum items shall
be item ix tals only; if any unit price for a lump sum iterr is included in a bid and it differs from the
item total, the items total shall prev il.
The foregoing provisions for th resolution af specific irregularities cannot,be so comprehensive as to
cover every omission, inconsist.ncy, error or oth r irregularity,which may occur in a bid.Any si uation
not speeifically provided for will b determined in the discretion of the City of Orange,and that discretior
will b exerci ed in the manne deemed by the City of Orange,to best protect the public interest in the
prompt and economical completion of tMe work, Th decision of the City of Orang respecting the
amount of a bid, or thE existence or treatrnent of an irregularity in a bid, shall be final.
RFB 20-21.13:Page 8
LISI' OF SU CONTRACTS
A. The undersigned intends to subcontract a portion of this project to the following subcontracts(Note: Refer to
Section 2.3 of the Standard Specifications and Section 4100 through 4113 of the California Contract Code for
SUBCONTRACT DISCLOSURE REQUIREMENTS.
NAME OF SUBCONTRACTOR LICENSE BID TfEM NUMBER(s)PERCENT OF CHECK IF OESCRIBE WORK WHEN AMOUNT
AND ADDRESS N0. BID IIEM SPECIALITY LESS THAN lOD%OF WORK BASED ON
SUBBED S SUBBED BID AMOUNi
Dz iz .tc
v u. t8 14o lan rc d SB L SyW N/.a Ra=s s G-c o
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v L aa F k 4 J 3pti' s!/a G.y. +b:.. S}..,cfw c s- 0000D t'3 i
TL 3' 7L SL
N/A
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wt,y t 561 SSZ N/A 39.. A P'•4' w,•• SenD ocooc ssv 3
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B. The undersigned DOES NOT INTEND to subcontract any portion of this project.
NOTE: The bi er shail check Box A or B as applicable. If the bidder does not check either box,it wiil be deemed that he has checked Box B.
ar
ature of th idder
c
i
rowoaco
N
OM
WO
RFB 20-21.13:Page 9
dI T O SU COIVTRACTS
A. The undersigned intends to subcontract a portion of this project to the following subcontracts(Note: Refer to
Section 2.3 of the Standard Specifications and Section 4100 through 4113 of the California Contract Code for
SUBCONTRACT DISCLOSURE REQUIREMENTS.
NAME OP SUBCONTRACTOR " LICENSE BID LTEM NUMBER(s)PERCENT'OF qiECK IF DESCRIBE WORK WHEN AMOUNT
AND ADDRESS N0. BID TfEM SPECL4lTfY LESS THAN 100%OF WORK BASED ON
SUBBED LS SUBBED . BID AMOUtST
Z. 7Cl
I/YQ p.C
zn ys6 a$G A/G4 3 7.i f+ c o
I ovv voo o?
f G G+c w.,c.
1x i 3.SG" a.{'m ed.a tc Sl . SC onooa.
B. The undersigned DOES NOT INTEND to subcontract any portion of this project.
NOTE: The bi er shall check Box A or B as applicable. If the bidder does not check either,box, it will be deemed that he has checked Box B.
0iana Kasbar
a ure o the idder
a
b
W
0
W0
RFB 20-21.13:Page 9
Exhibit A:Page 14 of 301
PUBLIC CONTRACT CODE
Pubiic Contract Code Se+ction 10285.1 Statement
In conformance with Public Contrac Code Section 10285.1(Chapter 376,Stats. 1985),the bidder hereby declares
under penalty of perjury under the laws of the State of California that the bidd r has _,, has not / been
convicted
within the preceding three years of ny offenses ref rred to in that ectian,including any charge of fraud,bribery,
collusion,conspiracy,or any other act in vipiation of any state or Federal an trust law in connection with the bidding
upon,award of,or performance of,any publi warks contr t,as defined in Public Contra t Code Section 110i.,with
any public entity,as defined in Public Contraet Code Seefil n 11Q0,including the Regents of the University of
California or the Trustees of the California Sfiate Ur iversity. Th term "bidder"is understood to include any partner,
member,officer,director,responsible managing officer,or responsible managing employee thereof,as referred to in
Section 10285.1.
Note: The bidder must place a check mark after "has" or "has not" in one of the blank spaces provided. The
above Statement is part of the Proposal. Signing this Proposal on tFie signature portion thereof shall also
constitute signature of this S4tement. Bidders ars cautioned that making a false certiFcation may subject
the certifier to criminal prosecution.
Public Contract Code eci;ion 1A162 Questionnaire '
In conformance wlth Public Contract Code Secrion 10162,the Bidder shall complete,under penalty of perjury,the
following questionnaire:
Has the bidder,any officer of the bidder,or any employee f thE bidder who has a proprietary interest in the bidder,
ever been disqualified,removed,or otherwis prev nt d from bidding on,or completing a federal,state,or local
govemment project because of a violation of law or a safety regulation?
Yes No
If the answer is yes,explain the circumstances in the following space.
Public Contract Cod+ 1A232 tatement
In conformance with Public Contract Code Section 10z32,the Contractor,hereby states under penalty of perjury,that
no more than one in l unappealable finding of cor tempt oF court by a federal court has b en issued agalnst the
Contractor withln the immediately preceding fwo year peripd because of tMe Contractor's failure to comply wifih an
order of a federal court which orders the Contractor to eomply with an order of the National Labor Relations Board:
Note: The above Statement and Questionnaire are part of the Proposal. Signing this Proposal on the
signature portion thereof shall als constitute signature pf this Statement and Que tionnaire.
Bidders ar cautioned that making a false certification may subject the certifer to criminal
prosecution.
RFB 20-21.13:Page 10
Exhibit A:Page 15 of 301
iVon-collusion Affidavit
Ti le 23 United States Code Section 112 and
Public Contract Code Section 7106)
To the CITY OF ORANGE— D PARTMENT F COMMUNITY SERVICES
In conformance with Ttle 23 United State Code Section 112 and Public Confiract Code 7106 the
bidder declares that the bid is not made in the interest of, or on behalf of, any undisclosed
person, artnersMip, company, a sociation, organization, or corporation; that the bid is genuine
and not colluSive or sham; that the bidder has not directiy or indirectly induced or solicitEd any
other bidder ta put in a false or sham bid, and h 5 not directly or indirectly colluded, conspired,
connived, or agreed with any bidder or anjrone else to put in a sham bid, or that anyone shall
refrain from bidding; that the bidder has not in ar y manner, directly or indirectly, sou ht by
ag'reement, ammunieation, or conference with anyane tQ fix the bid price of the bidder or any
qther bidder, or to fix any overhe d, profit, or qst element of the bid .price, or of tMat of any
other bidder,or to secure any advantage against the public body awarding the contract of anyone
interested in the prQpos d contract; that all stat ment contained in the bid are true; and,
furkher, that the bidder has not, direc ly or indir ctly, submitked his or her bid price or any
br akdown therevf, or the contents thereof, vr divulged information or data relative thereto, or
paid, and will not pay, any fee to any corpqration, partnership, company association,
org nization, bid depo5itory, or to ny member ar agent thereof to effectuate a collusive or sham
bid.
Note: The above Non-collusion Affidavit is part of the Proposal. Signing this Proposal
on the signaturE portion th reof shall also constitute signature of this Nan-
collusion AfFidavit.
Bidders are cautioned that making a false certification may.subject fihe certifier to
criminal prosecution.
RFB 20-21.13:Page 11
1
Exhibit A:Page 16 of 301
DE ARMENI' ARJD USPEIVSIOI01 ER''IFICATION
TiTLE 49,CODE OF FEDERAL REGULATIQNS,PART 29
The bidder, under penalty of perjury, certifii s that, exc pt as noted below, h/she or any other
person associated therewith in the capacity of ownerf partner, director, officer, manager:
is not currently under susp nsion, debarment, voluntary exclusion, or determination of
ineligibility by any ederal ag ncy;
has not been suspended, debarred, voluntarily excluded or determined ineligible by any
Federal agency within the past 3 years;
does not have a proposed debarment pending; and
has not been indicted, convicted, or had a civil judgement rendered against it by a court of
competent jurisdiction in any matter invplving fraud or offieial misconduct within the past
3 years.
If there are any exceptions to this certification, ins rt the xceptions in the following space.
N/A
Exceptions will not nec ssarily result in denial of award, but will be conside red in determining bidder
responsibility. .Fo any exc ption not d abvve, indicate Gelow tc whom it applies, initiating agency,
and dates of action.
Notes:Providing false information rr ay r sult in crimi tal pro ecution or admini$trative sanction.
The above c rtificativn is part o th Propos l. Sigr ing this Praposal on the signature portion
thereofi shall alsa constitute signature o this Certi cation.
RFB 20-21.13:Page 12
Exhibit A:Page 17 of 301
The undersigned bidder hereby represents as follows:
That no Councilman, officer, agent, or employee of the City of Orange, is personally interested, directly
or indirectly, in the Contract, or the compensation to be paid hereunder:
That this bid is made without connection with any person, firm or corporation making a bid for the same
work, and is in all respects fair, and without collusion or fraud.
By my signature on this proposal I certify, under penalty of perjury under the laws of the State of
California, that the foregoing questionnaire and statements of Public Contract Code Sections 10162,
10232 and 10285.1 are true and correct and that the bidder has complied with the requirements of
Section 8103 of the Fair Employment and Housing Commission Regulations (Chapter 5, Title 2 of the
California Administrative Code). By my signature on this proposal I further certify, under penalty of
perjury under the laws of the State of California and the United States of America, that the Noncollusion
Affidavit required by Title 23 United States Code, Section 112 and Public Contract Code Section 7106;
and the Titl 49 Code of Federal Regulations, Part 29 Debarment and Suspension Certification are true
and correct.
Date: 10/1/2020
Si gn
Diana Kasbar
He re
President
Signature and Title of Bidder
If an individual, so state. If a firm or co-partnership, state the firm name and give the names of all individual co-partners
composing the firm. If a corporation, state legal name of corporation, also names of President, Secretary, Treasurer and
Manager thereo.
NAME OF BIDDER KASA Construction Inc
BUSINESS P.O. BOX N/A
CITY, STATE, ZIP N/A
BUSIf ESS SfREET ADDRESS 15148 Sierra Bonita Lane
Please include even if P.O. Box is used)
CITY, STATE, ZIP Chino,CA, 91710
PLACE OF BUSINESS (Include City&State) 15148 Sierra Bonita Lane, Chino, CA 91710
PLACE OF RESIDENCE (Include City &State) 16721 Sage Circle, Chino Hills, CA 91709
Telephone No. (909 457-8260 Fax No. (909) 457-8261
Licensed in accordance with an Act providing for the registration of Contractors.
LICENSE NUMBER 927544
LICENSE CLASS A, B, C-10, C-27
RFB 20-21.13:Page 13
Exhibit A:Page 18 of 301
Bond No. N/A
CALI ORNIA PUBLIC V6VORKS
PROPO5r OR ID BOND
TO VHOM I'MA CONCERN:
WE, KASA Construction, Inc. CONTRACTOR) as Principal,
d Liberty lillutual Insurance Company SURETY),a Corporation organized and existing under
the laws of the State of Massachusetts and authorized to transact business in the State of
California,as Surety,are held and firmly bound unto the CITY OF OI2ANGE,hereinafter called the Obligee,
for the penal sum of Ten Percent (10%) of the Amount of the Bid as described herein and we each of us
bind ourselves, our heirs, executors, administrators, successors and assigns,jointly and severally, by this
ProposaUBid Bond.
WHElaEAS,the Principal is herewith submitting a proposal(bid) for
Bid No.20-21.13 Handv Park Maintenance Renovation
TI3E CONDITION OF T iE t BOVE UBLIGA'I'dON IS SUCH that if the Principal shall be awarded the
contract, and the Principal does within the period specified therefor, or, if no period be specified, within ten
10)days after tlie notice of such award,enter into a contract and give bond or bonds as specified in the bidding
or contract documents with good and sufficient surety of adequate financial size category rating acceptable to
the Obligee for the faithful performance of the contract and for the prompt payment of labor and material
furnished in the prosecution thereof, then this obligation shall be null and void. Otherwise the Principal and
the Surety will pay to the Obligee the difference in money between the amount of the bid of the Principal and
the amount for which the Obligee may legally contract with another party to perform the work if the latter
amount be in excess of the formec. In no event shall the liability hereunder exceed the penal sum hereof.
SIGNED AND 5EALED this 24th day of September 20 20
KASA Construction, Inc. Liberty Mutual Insurance Company
CON RAC'OR NAME OF SURETY
a
BY: BY:
SE TARY/TREASU R A O FACT, Lisa Cruz
BY:
SIDENT CE PRESIDENT
NOTARY ACKNOWLEDGEMENTS ATTACFIED
RFB 20-2113:Page 14
Exhibit A:Page 19 of 301
This Pawer of Attomey limits the acts of those named herein,and they have no authority to
bind the Company except in the manner and to the extent herein stated.
Liberty Liberty Mutual Insurance Company
Mul.e.
The Ohio Casualty Insurance Company CertificateNo: s2o3826-024103
West American Insurance Company
SURETY
POWER OF ATTORNEY
KNOWN AL,L PERSONS BY THESE PRESENTS:That The Ohio Casualty Insurance Company is a corporatian duly organized under the laws of the State of New Hampshire,tfiat
Liberty Mutual Insurance Company is a corparation duly organized under fhe laws of!he State of Massachusetts,and West American Insurance Company is a corporabon duly organized
under the laws of the Stffie of Indiana(herein callectively called the"Compani s°),pursuant to and by authority herein setforth,dces hereby name,constltute and appant, Brittany
Aceves,Jeffrey W.Cavignac,Lisa Cniz, Jase Hamilton,James P.Schabanim,II
all of the city of San Diego state of CA each individually'rfthere be more than nne named,its true and lawful attomap-in-fact to make,
execute,seal,acknowledge and deliver,for and on its behalf as surety and as its act and deed,any and a und takings,bonds,,recognizances and other surety obligaUons,in pursuance
of fhese presents and shall be as bind'mg upon the Companies as lf they have been duly signed by the president and attested by the secretary of the Campanies in their own prope
persons.
IN WITNESS WHEREOF,this Power of Attomey has been subscribed by an authorized officer ar official of the Companies and the corporate seals of lhe Companies have been a ixed
thereto this 2nd day of June , 2020 .
Liberry Mutual Insurance Company
P
Nsu
Qycv nus Nsu The Ohlo Casualty Insurance Company
jr oaao f aGo
orr r'Pqy Proaao'+ar n WestAmerican InsuranceCompany a
c m
1912 1919oy o Q 1991 0
dVl S'r4CH11s a y
XAMPsa`,
d fs NDIAN4' aL R'2nv/`. rn
c 9 * ,dyl * y ,t t BY:iG
David M.Carey,Ass'istant Secretary
m Shate of PENNSYLVANIA
p County of MONTGOMERY
On this 2nd day of June , 2020 before me personally appeazed David M.Carey,who acknowledged himself to be the Assistant Seaetary of Liberiy Mulual Insurance_
m Company,The Ohio Casuafty Company,and West American Insurance Company,and that he,as such,being authorized so to do,execute the foregoing instrument for fhe purposes—cn
therein contained by signing an behalf of the corporabons by himself as a duly authorized officer.
IN WITNESS WHEREOF,I have hereunto subscribed my name and affixed my notarial seal at King oF Prussia,Pennsyivania,on the day and year first above written. n
C pM
N yPoµW S j
COMMONWEALTH OF PENNSriVANIA Q d'
Uj O 4i4 Uo°
tA F'
yly Notarlat sea nI o
0 QF Te esa Pastella,Notary Publlc y;
C UpperMerion7Wp.,MontgomeryCouMy By; G
2'
4
LVP
Q'
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My Commissinn Expfres March 28,zozi
eresa Pastella,Notary Public o
N Oj. J Member,PennsylvaniaAssociation of Noteries a O
qRY PU8 y o
This Power of Attomey is made and executed pursuant to and by authority of the following By-laws and Author¢aaons of The Ohio Casualty Insurance Company,Liberty Mutual
Insurance Company,and West American Insurance Company which resalutions are now in full force and effect reading as follows: o
ARTICLE N—O FICERS;Section 12.Power of Attomey. o.
My officer or other official of the Corparation authorized for that purpase in writing by the Chairman or the President,and subject to such limitation as the Chairtnan or the'
President may prescribe,shall appaint such attomeys-in-fact,as may be necessary to act in behalf of the Corporation to make,execute,seal,adcnowledge and deliver as surety o
y any and all undertakings,6onds,recagnizances and other surery obligations.Such aaomeys-in-fact,subject to the IimitaUons set fath In their.respecbve powers of attomey,shall t N
o t have full power to bind the Corporation by fheir signature and execution of any such insUuments and ta attach thereto the seal of the Corporation.When so executed,such N
Z v instruments shall be as binding as ff signed by the President and attested to by Ihe Secretary.My power ar authority granted to any representative ar attomey-in-fact under the€
provisions of this artide may be revoked at any time by ihe Board,the Chairman,the President or by the officer or officers granting such power or authority. • o 0
ARTICLE XIII—Execation of Contracts:Section 5.Surety Bonds and Undedakings. o
Any oficer of the Company authorized for that purpose in writing by the chairtnan or the president,and subject to such limitations as the chairtnaa or the president may prescdbe,F—~
shall appoint such attomeys-in-fad,as may be necessary to act in behalf of the Company to make,execute,seal,acknowledge and deliver as surety any and all undertakings,
bonds,recogn¢ances and olher surety ob gatlons.Sach attomeys-in-fact subject to the limitations sei fortli in their respective powers of attomey,sha11 have fuli power to bind the
Gompany by their signature and execufion of any such inshuments and to attach ihereto the seal of the Company.UVhen so executed such instruments shall be as binding as if
signed by the president and aflested by fhe secretary.
Certificate of DesignaHon—The President of the Company,acting pursuant to the Bylaws of the Company,autharizes David M.Carey,Assistant Secretary to appoint such a omeys-in-
fact as may be necessary bo act on behalf of the Company to make,execute,seal,acknowledge and deliver as surety any and a undedakings,bonds,recogn¢ances and ather surety
obligations.
Author zation—By unanimous cansent of ihe Company's Beard of Directas,the Company consenis that faaimile or mechanically reproduced signature of any assistant secretary of the
Company,wherever appearing upon a certified copy of any pmaer of attomey issued by the Company in connection with surety bonds,shall be valid and binding upon the Company with
the same force and effect as though manualty afiuced.
I,Renee C.llewellyn,the undersigned,Assistant Secxetary,The Ohio Casualty Insurance Company,Liberty Mutual Insurance Company,and West American Insurance Company do
hereby certify that fhe original power of attomey of which the for oing is a full,true and cortect copy of fhe Power of Attomey executed by said Companies,Is in full force and e8ect and
has not been revoked.
IN TESTIMONY WHEREOF,I have hereunto set my hand and a(fixed the seals of said Companies this 24th day of September , 2020 .
1NSUR Y INgV INSU
j2oaror,Yncn Jorwayf R9y P 4oaro y
m
g
G^'9Y 1912qo 0 1919 1991
Yd'
V1
s'QACNUs aa y0
y
HqMPs`,aLO s NaipNP ,da
By
Renee C.Llewell n Asslstant 5ecreta9 * *e yl * * M * a 9 ry
LMS-12873 LMIC OCIC WAIC Mulfi Co 12/19
Exhibit A:Page 20 of 301
CALI ORNIA AL.L- PIJRPOSE.
CERTIFIC 4TE OF CKNOliVLEDGIVIElVT
A notary public or other o cer completing this certificate verifies only the identity
of the individual who signed the document to which this certificate is attached, -
and not the truthfulness, accuracy, or validity of that document.
State of Califomia
County of San Diego
n SEP 2 F 2020 before me, Brittany Aceves, Notary Public
ere I—sert name antl tNe oi the o cer) .
personally appeared Lisa Cruz
who proved to me on the basis of satisfactory evidence to be the person() whose
name( is are subscribed to the within instrument and acknowledged 4o me that
he ie they executed the same in hi e their authorized capacity('Fes), and that by
his ie ftheir signature() on the instrument the person(-sr), or the entity upon behalf of
which the person(-) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of Califomia that
the foregoing paragraph is true and correct.
WIT SS m hand an offic al seal. BRITTANYACEVES
a : Comm(ssion No..2218230 >Q NOTARY PUBUC-CALIFORNIA
SAN DIEGO COUNTY `
Commission Expires October 14,2021 F
Notary Public Signature Notary Public Seal)..
ADDITIONAL OPTIONAL INFORMATION .
INSTRUCTIONS FOR COMPLETING THIS FORM
fhis fo rn cotnplies with n rrent California statrites regai•ding nota y ivording and,
DESCRIPTION OF THE ATTACHED DOCUMENT ifneeded,should be cornpleted and attached m the docu nent.Acknoiv(edgrrients
fi•oni other states r iay be completed for docta»ents berng sent to that state so long
as the u ording does not require the California notary to inolate California nolar
lmv.
Title or desaiption of attaChed document) State and Cowity irifonnaiion must be U e State and County where the docwnent
signer(s)peisonally appeared before the notary public for aclmowladgment.
Data of notarization im s1 be tha datethat the siguer(s)personally appeazed wl ic4Tiileordescriptionofattacheddocumentconfinued) must also be Uia same date tl e acknowledgment is completeci.
IUa notary public must print liis or hzr name as it appears nitl in his or har '
Number of Pages Document Date conunission followed by a comma nnd Uirn your title(notazy public).
Print tlie name(s) of document signer(s)who personally appaar a1 Uie time of
notazization.
CAPACITY CLAIMED BY THE SIGNER tildicate the correct singular or plurnl fonns by crossing off mcorrect forms(i.e.
sUe(6Ha}•;-is/ew)or circliag the conect fonns.Failurc to conectly indicate thislndividual(s) information may lead to rejection of document rzcording.
Corporate Officer Ilta notary seal impn ssion must ba clear and photographically reproducibla.
Lnpression must not cover te t or linas.If seal imprzssion sroudges,re-seal if a
It e suf}ici it area pennits,oU rtvise coiuplete a dif}errnt acknowlzdgment fomi.
Partner(s) Signature of tha notary public must matcl Aie signahire on file rith the office of
tha counry clerk.
Attomey-in-Faet Additional information is not requiced but could l elp to ensure this
Trustee(s)aclaio vtedgmetrt is not nrisused or attached to a different document.
Other Indicate title or tupa of attached docucnent,number of pages and date.
Indicata the capacity claimed by d e signer. If the claitued capacity is a
corporata officer,indicate tl e titla(i.e.CEO,CFO,Seaetary).
2015 Version^nrri.h!otaryClasses.com 800-8i3-986 S curaly ariach tliis document to die sie,,ned docwnent with a stapla.
Exhibit A:Page 21 of 301
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT CIVIL CODE§1189
r.-cr,c+(.ccY.Y.c.r,'r.C`.rr:nn.i[;-1".nc.i-E.<Y:-r.e-t.,i^f..e Cc,tC Yr r..M.,crCc A.^C'-.:Y'.c.r_.r"..2'..c°'.,c:ni^A.cK'c.O,rr.cr.a-(`.i-(.rf.it.7el.i l<^c.i;.r-c.M.ctac
A notary public or other officer completing this certificate verifies only the identity of the individual who signed the
document to which this certificate is attached,and not the truthfulness,accuracy,or validity of that document.
State of California
County of San Bernardino
On i n/ni i n n before me, xector zavala, Notary Public
Date Here Insert Name and Title of the Officer
personally appeared Diana Kasbar and Sam Kasbar
IVame(s)of Signer(s)
who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are
subscribed to the within instrument and acknowledged to me that he/she/they executed the same in
his/her/their authorized capacity(ies),and that by his/her/their signature(s)on the instrument the person(s),
or the entity upon behalf of which the person(s) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws
of the State of California that the foregoing paragraph
is true and correct.
HECTORZAVALA WITNESS my ha nd official seal.
Notary Publi:-Cali`o nia M1
San Bema dino County
z " -Commissio(
es Oct 28 2021 MyComm.Exp Signature
ignature of Notary Pub/ic
Place Notary Seal Above
OPT/ONAL
Though this section is optional, completing this information can deter alteration of the document or
fraudulent reattachmenf of this form to an unintended documeni.
Description of Attached Document
Title or Type of Document: Document Date:
Number of Pages: Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer(s)
Signer's Name: Signer's Name:
Corporate Officer — Title(s): Corporate Officer — Title(s):
Partner — Limited General Partner — Limited General
Individual Attorney in Fact Individual Attorney in Fact
Trustee Guardian or Conservator Trustee Guardian or Conservator
Other: Other:
Signer Is Representing: Signer Is Representing:
z.:z ..:. .. ..
002014 National Notary Association•www.NationalNotary.org • 1-800-US NOTARY(1-800-876-6827) Item#5907
Exhibit A:Page 22 of 301
ALTERNATIVE SECUg2ITY IN I,IEU OF BID BONI)
I, THE iJNDERSIGNED, CONTRACTOR)
as Principal,have submitted Cash/Cashier's Check No. LOC No. 1Certified Check
No. dated 20 in the amount of
issued by payable to the CITY OF ORANGE, hereinafter called the Obligee,
as alternative security for the Bid Bond.
I'HE CON]aITION OF T]HE A OVE OBLIGA'ION IS SUC Y that the Principal is required to furnish a
Bid Bond to the Ol ligee or cash deposit in the full face amount of the required bond, guaranteeing entering
into a contract in connection with a contract to do and perform the following work:
Bid No.20-21.13 Handv Park Maintenance Renovation
a copy of which Contract is or may be attached hereto,and is hereby referred to and made a part hereof.
THE UNDERSIGNED UNDERSTANDS and agrees that the amount of alternative security deposited for
the purpose stated above shall be withheld by the Obligee until after the satisfactory [execz tion] [completion
and acceptance] oF the Contract and the full face value of the alternative security will be returned to the
undersigned immediately upon City's execution of the Cont act.
SIGNED AND SEALED this day of 20
CONTRACTOR
BY:
SECRETARY/TREASURER
BY:
PRESIDENT/VICE PItESIDENT
NOTARY ACKIoTOWL DGEM[ENTS ATTACHED
RFB 20-21.13:Page 15
Exhibit A:Page 23 of 301
Bond No.
CALIFORNIA PUBLIC WORKS
PAYMENT BOND
Requiredfor public works projects over$25,OOOJ
TO VVHOM IT MAY CONCERN:
WE, CON RACTOR) as Principal,
and SURET, a Corporation organized and existing under
the laws of the State of and authorized to transact business in the State of California,as
Surety, are held arid firmly bound unto the CITY OF ORANGE,hereinafter called the Obligee, in the sum of
for the payment as described herein,and we each of
us bind ourselves, our heirs, executors, administrators, successors'and assigns, jointly and severally, by this
Payment Bond.
VVHERE.S, the Principal is required to furnish this Payment Bond to the Obligee, guaranteeing the
payment of claims of laborers, mechanics, material suppliers and any other persons, as provided by the law in
connection with a Gontract to do and perform the following work:
Bid No.20-21.13 Hand Park Maintenance Renovation
a copy of which Contract xs or may be attached hereto,and is hereby referred to and made a part herEof.
THE CONDITION QF THE ABOVE OBLIGATION I5 SUCH tliat if the Principal or its •
subcontractors, shall fail to pay any person named in California Civil Code § 9100, or amounts due under the
Unemployment Insurance Code with respect to work or labor perfonmed by any person named in Civil Code §
9100, or any amounts required to be dedueted, withheld, and paid over to the Employment Development
Department from the wages of employees of the Principal and its subcontractors pursuant to Unemployment
Insurance Code § 13020, with respect to such work and labor,the Surety will pay for the same in an aggregate
amount not xceeding the sum specified in this Payment Bond,and also,in case suit is brought upon this Payment
Bond,a reasonable attorney's fee,to be fixed by the court in accordance with Civil Code § 9564.
7CffiS PAYMENT BOND shall inure to tkle benefit of any erson named in Civil Code § 9100 so as to
givE a right o action to such person ar his/her assigns in any suit brought upon this Payment Bond.
SIGN]D AND SEALED this day of., 20
CONTRACTOR NAME OF SUi2ETY
BY: SY:
SECRETARY/TREASUREIt ATTORNEY-IN-FACT
BY: BY:
PI ESIDENT/VICE PR SIDENT A,PPR05 ED P.S TO FORM: CITY ATTORNEY
NOTARY ACKNOWLEDGEMENTS ATTACHED
RFB 20-21.13:Page 16
Exhibit A:Page 24 of 301
oe cr
c
A.
C''O O.R NG
COMMUNITY SERVICES DEPARTMENT www,cityoforange.org PHONE: (714)744-7274 • FAX:(714)744-7251
L DEN #
eques for id (RF) Bid 6Vc. 20-21.13
Handy Park l 6ain ena ce Renovation
September 21, 2020
This addendum serves as written notice of the followir g corrections, clarificatimns,
additions and/or deletions to any anc!all c pies caf the Lteq est for Bid(Bid No.20-21.13).
The Engineer's estimate for this project is $2 million. The overall project estimate includes the
City's purchase of the pre-fabricated building.The contractor is not responsible for the purchase
of said building.This construction bid (20-21.i 3) is estimated at 1.2 million.
For clarifications on the specifications on the Pre-fabricated b.ilding from Public Restrooms, you
can contact Chris Gaughan at 888-888-20fi0 ext. 106 or chrisg@publicrestroomcompany.com.
Revision to scope- Contractors should include within their pricing:
The installation of two (2) 1,000 foot conduit runs (2,000 feet total).
The installation of seven (7) pre cast concrete vaults/pull boxes, with concrete lids.
The installation of corresponding sweep elbows and fittings is to be included.
All conduit runs are to be installed at 18 inches deep.
Locatians for conduit runs will be at the direction of City Staff.
o Company's resent at job waik:
o Dalke &Sons Construction, Inc.
Golden Gate Construction
Built All Construction
One Way Contractors
Bilbro Construction
Asphalt, Fabric&Engineering, Inc.
Tess Electric
States Link Construction
a OCC Builders, Inc.
Marjani Builders, Inc.
Respactfully ubmitted,
Don Equitr—Senior Lanclscape Proje t Coordinator
deq uitz@cityofora nc e.org
714-532-6461
1
Exhibit A:Page 25 of 301
or
ti a
c
C'I7''01' Od ANGE
COMMUNITY SERVICES DEPARTMEIVT www.cityoforange.org PHONE: (714)744-7274 . FAX:(714)744-7251
9"1 6 IvA
tequest for d (RF) Bad No. 20-21.13
liandy ar +taentenance enovation
September 22, 2020
hi addendum serves as written ne tice of he following corrections,
IarB ic.tions,aeEditioras,and/or c9 let6on to any and all copies of the Request for
id (id I o. o-a.i).
Claref tion on th ncrete vauG$/ull box describ i the last d J ra€lum
shcaa ld beo
Same or equal to:
e Comstar Supply
Polymer Concrete Mandhole with 20 K Lid
12x12x12)
SKU HHPC121212
Traffic Rated
Respecfif ally Su mBtted,
Don ui a—Seneor Laaadsc pe Proj Ca€srrlinatar
c9 quetzC)a c6 cn,orans e.o
14-53a-64SY
1
Exhibit A:Page 26 of 301
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Exhibit A:Page 27 of 301
Contractor Inf rrr ation Registration History
Legal Entity Name Effective Date Expiration;Date
KRSA CO lSTRUCTIQN INC:y_ _ ._.,.__
Legal EntityType 6111/2018 6/30/2019
Corporation
Status 5/8/2017 6/30/2018
ctive
Registration Number 6/8/2016 6/30/2017
00OOO iQ13
Registration effective date 6/4/2015 6/30/2016
7/1/2019
Fte istration expirati4n date Z. 1l19/2015 6/30/2Q15
13aI2a22 w._..... ..._:..__ __,rt._.. .___._ ...._w
MailingAddress 7/1/2019 6/30/2022
1514$SIERRA B NITA LANE CHINO 91710 CA... r_....._--_......_.
Piiysical Address
15148 SIERRA BONITA LANE CHINp 91710 CA.,.
Email Address
Trade Name/DBA
License Number(s)
CSLB:9275+4
Lega1 Entifiy Information
i Corporetion Nuonber:
C3164783
Federal Employment Identification Nurnber:
President Name:
DI,ANA KASB/1R
Vice President Name:
SAM KASBAR
Treasurer Name:
DIANA KASBAR
Secretary Name:
SAM KASBAR
CEO Nam:
Ag nt of 5ervice Name:
5am Kasbar
Agent of Service Mailing Address:
15148 Sierra Bonita Lane Chino 91710 CA United States of America
i.,........
Workers Compensation
Do you lease employees No
Exhibit A:Page 28 of 301
fihr ugh I rcafiessionai
Employ r Or anization
PEO)?:
Pl as provide yaur j
urren k wqrkers
j orn eras ion insurarae s
ir forenation t elow:
4 PEO P Q PEA
i
PEQ InfarmationNa ne Phan mail
nsured by Carri r
I oticy He ld r N rne:ICASA PJSTRU T QN IN.n ar a arri r;
TRAVEL RS 'ROPERTY A UAL"f'Y QMPA IY QF M RT APc licy Nu rrb r:U ii 19.25
Irnceptic n date:2/7/2Q.9Expirafiior Qafie:/.I O Q
u..._.._,. m......,...__.......M___.._...:.._._.._...._....._..._.........._,,....._......
Exhibit A:Page 29 of 301
A 11 AP
i H ITE T
KA A Construeki n,Ina.
1514 Sf rr r it I r
ir,9`19
ProJectc t,.ag a M o ds T Wat r i nt Median Ir a s vem nt Pro ec
Subject:L.etker of Recommend tiQn
To Whpm It May Conc,m,
Van Dyke Landscap Archi#c#s wauld like to acknowledg KASR Construction Inc for their
diligent p rForm nce in eompl ting t1 ity of l.aguna Woods Wat r Efficient Median
Improvement Project for which Vf L.A prapar d aonstruction doc am nts.The scope of work
consisted vf the removal of land apin and concrete,installation and madification of
i igation systems,and insfiallation qf landscaping within medians located on EI Toro Road,
and Mqulton Parkway.
KASA Construc#ion xecut d this proj ct with vigar r d ommitment,maintaining tMe highest
level oF professiQnalism,a#anti n to detail and vvntic ethie.The project field and management
sfi ff displayed xc llent ceordinatian with our firm nd carried ou our interests in a
compliant and prgani ed fashi4n. IfAS/Construction inc want beyond th flrm's
expectatior s in order to assure thet thc proJect was delivered with exeeptional st ndards.
Our firm could not be more pl ased with fih f+nal project result.It has b n a pleasure
workin with K AS/Constru ti r Inc nd w4 woul nqt hes(#ate tQ recommend fiheir
outst ndin ervice.W Isa k farw d'tp working wi#h KASA ir th fu#ure,
incerely,
Brefit A ilen,Assq(ats
Van Dyke Landseap rchfte fis
ASI,1 D hapter Pr si ent .
L,andscape Archits t CA&58
baflen@vdla.us
Landscape Architecture 462 t vQns Aver ie,Suite 107,Sol na p aet,CA 92075-2042
Planning
Tel:619.294,848A • Fax:619.674.0626 VVeb:www.vdla.us
Water Management ' prinainals: Nlitch Phillippa>AS.A,CA LInA#3781 • Yale Hoaper,CIf7,C IA
Graphic Communications AssocizafQs: Ling han,AaLA,GA LI.A 5435,LEkR AP • D nise Armijo,ASLA
rett Allen.ASLA,CA.LA#"v5 5,ll,CL1A, RWSS
Exhibit A:Page 30 of 301
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4 n t r tiart
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Ch n, GA`I'1U
rs,+#::t+g 1f'i1 r n ti r(dt r +ul t'
T vir ra ri i m y:anr rri:
Th i y c f tai cF F 1c e 1;r v oul t t I rtk.l q,.:ns ru n fior th i q nm nd:a l
p r acm n 4 dx pi in h s`Tr"it c t 4 to F rc j+.
K A n tru i n I te th s:ra vu kt ilrg r l:amrrri#mer t;.rn i ita ni igt.:iA't#V 1 tt 1t¢Jf fl liSC1"t; 't iqii't};C Q 1`17.W t'IC.{I.:
i A c ructi+a n's+d[iro:rcCoh t s r w s:mo,4 r TF:y maintatrr d r x 1t tir'I i tr hip uwt t fMe i#j^ . j s runr tt'g:r :mpCran a nd r ni d rt r r i:
l t`i s i n pt st r ut r rt v3iif r:l A i+d u i d rtot Fi s6trate.t r r cr er i#txQirrvi:s th rs.
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PRI NYEll QN Ft GY 4;D PAE'EFi
Exhibit A:Page 31 of 301
r
w.: u ,,
c.
June x,z020
l ASAConsCructian;inc.
ARtn: 5am K sbar
57.48 ierra:Baflita Lat e
Chi o:,GA 9.1710
Projec Si ri Gr st Rark pa f ar trr.r rvem nts nn ai,a
Uwners K Mavnanlan.Homes
Sufajecfi: I etter af Recom ierida Ppr
To Whom.lt fVJay Conc rr:
Ott heh)fi p f K k#oun.ania t Ho:`ne;i7 tnr+ukd IPk t tk atik J A,:Constructivn for t t ir effQ.rt in.
carri J iro the S'rerra.Cr sr P r1c improverim nts Prc j et:
The pr.Qjee cotislsted of Aubli ty ParKitvtff T Pi bricat si Itest r i;ctan Buil'ling,P[aygr.i aMd
q.ufp ri n,RubberSurfacing,B sl etball c urt;Picr ie are s i.t i.h}s,TabC s;•aiid pti ques,gre n
s Zac;as w Cl.as ppg pa`fs.
1 l SA cca:rr pJeted this prQj ct an a corrseie.r tieiia manr er,;air tairilr`I i hest l vei c professioharsm
and G ping ci e c(fent"s.b s inte es s in r ir d.'fhrpu Mvut t.ar tiar oPtk ra e t,.IfA5 1
caQ erate.aecardin ly with.C;Flovnani n.ar d thi it fp civerearn ttiarrj a t cl:s fae d durin
ons ruction.Alxhau h,tfiEr uvcre oirie tryin$i irries ar d tl grt issu s,KASA l+hrays mai itafn d
pro essiort lism,nd vu4rk d clill er fily vui h:K:FI Vnaniari to ckti v the m'ost feasi f,dlutian'Fqlr atl:
ithti;u a da,ub,. KASA f il llect th'ir dwttes as a n r I antra t r tsi'th atfs act'r.ns oP il p r ie.s;
Th r a R alw.ays Fio.nor i:t usr°rai que t n l st ird b ii a 1'th lk'it t llatiari,vvhich;a tru
t st m*t c r a quati y g r Qral or tractv.
It has k en a ineer ple.sure worl irig.witfi S;t'ta Kas ar ar d.hi t rnr iV.v,rould r n hesifat:'t.Y
th m tQ 1y Qrg rii tip se kirl a.dilige t.t;prQf ssia al g t er l c:ntract o.triat wph olds trr iig s st:.
possible s r t arcls.and ex:e u es x mpla'y tvark.•
i e re.l.';: .
asa n..Q k.
eniar l,arrd D velapment M n g i
K:Hovnanian Soathern G ti c rn p vN.r,.L
0 D4 Exchan e,uite.2?a
Irvirte,Ai,0602
I
Exhibit A:Page 32 of 301
July 6; 2020
Kasa onstruction, Inc.
Attn: rr Kasbar
1514 8 Sierra Bonita Lane
Chino,CA 91710
R: Letter of Recommendation
Kasa Construction
f iverbend Cornmunity Park,aurupa Vall y,/
To Who I May Cvnc rn:
On beMalf of th Lennar Mo nes,we woulc Ilke t4 c rdially iar k K SA e nstruGtion Inc fo their
x pfary cffvrts in evmpleting th Riv rb r d Cq nm r ity Park Prvject for the b st interests vf
th Jurupa Area Recrea kion (JARPD)and Park District and Leflnar Momes.
This nearly$4.8 million, l2-aere park pr j ct consisted af, bu npt limited to,gradlflg,
underground w t and dry utilities, I ndsea ir g, irrigafiion,el e rical,corrmpos d granite paths,
pedestrian and Morse tralls, parking lats, rnascanry walls,fen ing nd p destr.iar bridges.
Additionally,the project site also included sMade sh ItErs, piayground equipment, rubber
surfacing,disc golf,decarative concrete,walkway and parking Ipt lights, basketball eourts,a
complete athletic field,and a prefabricated restrQQm building by T ie Aublic Restroom
CompaMy.
From the start, KASA took on a very qro ctiv a a QaGhR p yfng ciose attention tc the sp eifi s
of cor struction a d eomplsting th r quiP d w rl Fiei ntly and within th cor pletivn
s hedule. KASA's adaptability and coordination with l.nn r and JARPD CQntribut d to hringing
this project to a to a successful completi.Construction fssues were quiekly sol ed by KASA's
atter tiv fiearr.W could nc t k mar satisfi d with the work compl ted by KASA.
The experience and professiortalisrr guided by Kas's f4under,Sam KaSb r,wa5 impre sive. It
has been a sir eere pleasure working with Mr. Ka bar and h1s tearn afld we would ot hesitate
to reeommend their serviees to ar y4ne s ek(ng a proficient,determined contractvr tMat
upholds the highest posslble standards and execut$in a timely and organized fashion.
Sincerely,
Brian Ifi g
Prqject Man ger
Ler nar MQmes Inl nd r ire
brian.king a fennar.corri
R D R!'mR ,
Exhibit A:Page 33 of 301
A * ..
t
k a
e, . :
s t
i
s,,', 4 y,
March 21,2p19
SubJect: letter o#Recomrr cndation
Fr eway Frpntage Landscaping Project
Cpntraet Value:$512,25,.57
To Whorr It May Coneern:
We,the City of Westlake Vii{a e,would lilce to praise IfASA Construction,Inc.for.their Qutstanding work
aa the Freeway FrontagQ Landacaping Project in.the ity f Westiake Village o.ff of tMe 1p1 Fresway and
Linder Canyon Road.The s ope of work for this project includEd installing new irrigation and
landscaping alang the freeway onramp at Lindero anyon Road.All work was completed in an efficient
and timely manner.
KASA completed this project wlth diligence,mair taining the highest level of professionalism and
attention to detaiE.The project m nagemer t team constatently kept the City's best interest in mind and
cvoperated transpar ntly with the City ta Qv rcorrie any hall nges which were faced during
construction.KASq's team was easy to wrark with an rt ade certain that b s#practiees fcar safety,
seet rity an cleanlin ss were enforced and adMered to t all tirrmes.KASA's professional managerial skills,
alongsid their unyfeldin"t it done"a#titude an!appraach in the acEr'ninistrafiion and impl mentatior
of cons truction truly m de the diff rence in the succ ssful and timely complet9on.
We wquld ab.solutely not hesitate t refer KA A's exc llen services t4 athers.We look forward to
completing mor.e proj t alangs d the I SA Congtru tion team in the future.
Sit1 r ly;,.,.
ta k r .zyk, 't': :€n r
F
31200 QAK REST RNE 6;W STI..AKE VILI GE • eA 91361 • (818)706-1613 • FAa(C818)70b-]391 www,wlvorg
Exhibit A:Page 34 of 301
II i'
D 51 GN 6 OUP
Il IVDS APEA tCHITETE TUR March 2S,2019
1V[r.Sax I asbat,Vic Pr side
K St Q TS'k[J"'IQ,I T,
1 49Bxookt nAvent 1514$Sierra Bonit La
Chino,CA 917.0
Cf?NST tUC`fiQ 10F JC?,S.Al S()N l.A.R
Q'I"Y pF 1tT.'TQ,G LIFQRNIA
Rive de,GR9250& Dear Sam:
I anted to reach out a d thank ICASA Ccan,struction on the outstandi l ex cu tion of
tha constructi4n o f o Sarnpson rk fox the ity of Rialto, a e S aere with a
constxuetion cost o£$5,323,5 7.'T h proj ct was eompleted well within th rigorous
imelin set forth by the City o£Ria to.
4 I:AS.1 Cor struction has brougkzfi nuzr erqus park pr-oj ets designed by our firrn to life
over the past several years. e are consistezttly pleased with the l igh level of
craftsrr anshi and profession list demonstrated by your company.Joe Sampsan Park
was na exc tion. 'Youx team was diligent ir all communication efEorts, attention to
detail,and in providing quicic,cost e£ective solutions to unforeseen conditions as they
arose.
Eax(951}3.4039
would b l s sl to pr vid r caa ra3.d tic r s a d p sixive r£r a s absau K A
o struetion gQ ubli i $r d d ve c rs £or up4orr ia g park, lans s ap, ar d
sirnilae proje Cs.
Sincerely,
Mlpi/www.cumworksdg.com
COM v1UNITY WORI 1 ESIGN R UP
SGQ RxC AS1.A;LE D AP,CASp
CALics#2114 Vice si e nt
andscape Architect CA,5111 N#26}5
Certified L ccess S ecialist CASp-709
6COtt CW
NV,4'188 i 9
Exhibit A:Page 35 of 301
Departm nt af Publi or.s
t g h-
1Dauglas S, Stacic, P.E:
Dixector
pctaber 31, 20 17
K 1 A ons ructior, Inc:
1594$.Sie.rra Bonit 1,ane
hina, GA 917'I
ub; N 1SA.onstructian, In,W+rk P cf Finar G m r d t#ion
KASR o istritcti n, (nc. has perforrned tfie consfiruction af tt e Detenfiiort Basin
l,arrd a ing and UV e 4 uality Ins all fQn d Yu tir l.eg cy Linear F'ark ImRcc uemen#s
praJ cf suc essfuify o th sa isfiaatian caf fh e Cit, 4S C on tructirmn, Inc. has[en a trw
partn r thr Wgh ut fih prca s an the ity r at(y appr ciat the ef Qr,
W (Qok fon+ard to w rkPng wifih A or tru tion, lnc: ir fi ie fiutur and would hi hly
recomm r d p aur cor par y to.tt$r ager is.
l r ruly yaur,
g
1
en i i h'tkawa
Depu#y Qire t r of Pu ilic War.k lEr in rin
f
3Q0 ente:naial Way,ustin, C!a 92'SQ P: (71) 573-9t5Q ¢ F: (7]>4 7345.99: wrvS,v,tustiilca;or
Exhibit A:Page 36 of 301
I,
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r nz,%;.,
c.r.'..'r
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O.tJNfl?l.l lll^C PARt9'I,t 11' v.r,toiaran:targ 71:x4dyg2T2 .f;7t-'9 5'1.
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PFt##CYi 'J fi'P Ef1 4'-A9!I:l?i WE REi C?il'IC i:,1'H 6CIVTIAGIQ:t l11.
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C.17ti[ar r 1 lltlay sxr.r er o:
dra;h l t f'{t ity f:Qra.n i u auid l k to°e c n z 1 .t,,.k.'1 C nstruc iori c rfifieii rutst xtdm_+raek,
ern the T'.uef`t placerrrr n:nd`l;nd apc R;i r ici.:.RrQ,e;.at't:n r;Hi.11s s3 i h"t is c AI1
u r1 tiv s coxrr}f'ted ro ss an lfy ar d i r ti iy'r riner,,
1lUonkii gwf t K SR:vv a lea clre.Th r pro s.rr t r ai ag C l I€i)I,:Fra.rn:tQie;t P dc n,,aXcrrr%.
tFie'rr:r t ri f.s"g tF7e ob done",ttitu e td;p:p 4 h rr h.dminr ra ic-nd implem n atiian Qf
c t szruet r tr:ly rr atie°e dif er nee.ir the succ s iii r d ac alerat d.:citrnpl tir.
B s-ol.tn th:exp r enc:`v had,k w ul iii C h itete q re et t11 pro essi nai s rv.ces c:Ki S
Co:h r:4rc iion fr.fi t 4 kf rs.
1#r.e at iY s iQn,Y u rna r on a me at,7:.-92
S rr er ly;-
atihar lul m,
la dscap.:P;ral et c r.ilR atiar
30`.,7'E''.MAP At i'PJ[, :a: :(3FtA 1!C rL*I.,I'4'lRhll i 92$65 i5t16
Exhibit A:Page.37.of 301,
Tc.51.4.3.3Z(}
lJt'.1.'f V L.L i
14;5 r€:nkt ac.;c S•r z.;E r
F.:sa..i:.:7 r.c7. c x.s c.
vV N4Y,fytClV/'l..f)It(:r W H E fL . a Nt s s o I. MOREi*tl VAI.I.kY,Ct\97JS-QE30S
July 2A,2018
SubJe t:k,#er of Recommend ti
John F. l ennedy Veteran Me nor a0 Park
f strc om tmprauemerrts Prc ject
Praje t lo. PCS hISC R-lFK R NtJ
To wham it r y+cmcern:
it has be n ale sant x eri n rarking vv th Sarn tfast}ar nd hi.s s#aff with K 1SA
Constru kian an the JFK Part€prc ject. This prsj ct includ d a prefabrica tec!re troorn, fumbing,
eteetrical, sewer> picnic shelter, irrig tion, turf i t fl tion, sY rub installat6or, 4lared concr t
waik vaqs, and site amenities. The fin l prpj t urrt d out ab olutely beac t'ul.
KASA was proactive throughaut fi e pro t, ,o#i yir g me oi;probi m areas fi plan IevatiQns ta :. : _
material delays. KA A took:th e iss e i strid r tc r ed on a4her proJects whde wait t
f4r p{an reuisions and materiais. SA k p a .i d safe wark ite. Whaat ua Fe lt-
cQmr e dabie was fih t ffASA s ifl made fhe pr,+r dule. It w uld be=kpl ti e o uQri
with.Sam and KASA C nstruetiort ag in,
x t r
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i
e+e" r "" r '_SfnceretY`, R k
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F F' FX:L` I Y
3" i'
M,sk h "Tony Hetl er nan
p ; , , k
Parks Project Coordinator
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4 ts?.5 +
nclosure: Lett r of Recornmendatic n
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s:_`
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V:Uev topment&S eesUFX restroomlYYAA r1\[2 on>mendatfon.dncx a c"e
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t S ANI ClNt/1T..tNiiY IZV.I.C.ES ?t R7'Nt.EI a,
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Exhibit A:Page 38 of 301
e
C' I c t0l
C'ali'o nia
Ap il 16, 2Q19
I<ASA onstruc i n, Inc.
51 8 Sierra Bonit l ane
Ghino, CA 91710
U JECT: JOE A MP OIV PqFtkS-ITIf F RlAL'TQ PROJECT NQ: 150303
To WhQm It May CQnc rn:
Qn behalf of th City of Rialto, we wQuid li to thank t<ASA Consfruction for their
exemplary per ormance i car l fiing the $5,3 3,6.56 construction of Joe Sampson
Park. KA A compl fied fil is projeefi witM c iligEnce, maintaining fihe.highest I vel of
profession lism and atten#ion tq detail. The proj ct management team consistently kept
the City's best int;r st in mind and ooperafied transparently with the.City to overcome
any chapenges which wer faced during eon5truction. KA A fulfilled t ir duties as a
general confiractor tv the satisfac#ion #all parfii s.
The Project was completed within he cMed ale et forth in the agreem n#with #he City.
W would be pleased to refer KASA onsfiruction Ine. to any other organization seeking
a diligent, profes ional general ontractor ea r to aoop rate with their customer to
ensure that the work is eorripl ted ffectiv ly and witM th high st standard.
Sincerely,
Robert G. Eisenbei, F'.E.
Public Works t ireetoriCity ngine r
cc: Project File
Offioe of the P b1iG Wark Dir ctor/City Engineer
33S West Ri lto Avenue Rialto,alifornia 92375
Exhibit A:Page 39 of 301
City o We tminster
8200 Westminster Boulevard,Westminster,CA 9 6$3 714.898.3311
www,wettminster•cp.gov TRI TA
M1layor
t
SERGID fONTRERAS
Mayor Pro Tem
DIANA LEE CAREY
D cember 12, 2Q16 Cauncil Member
TYL R DIEP
Coun il Mem6er
KASA Construction, Inc,
15148 Sierra Bonita Lane MaRci.RicE
Chino, A 91710 ouneil Memher
Ub)eCt:I @iteP f RBCOP49117 Bids l i69
EDDIE MANFRO
Clty Manager
Fioov r Street P de triar and ik Trail Improvements
To Whom It May oncern;;.
The City of Westrr inster would like to tM nk KASA pn tru tion for their eomrri nd ble
perF4rmanc+: in completing the Mc pv r atr.t nd Bil T'rail Irr prover nt$ project. The
scope of work consisted of remoaing and replacing a xisting AC pavernenfi trail,
damaged curb, gutter,and sid walk and installing new concrete walking trail, curb ramps,
a two-wire controller/irrigation sys#rn, I n e ping, {ighted bollards, stabilized .DG,
decorative fencing, decorative boulders, striping and pavement marki gs.
KASA Constructian's field and mana$ment fiaff execu#ed the work professianally and
with diligenc while upholdin the high t wvr t n ards with e phasis on.on tirne .
deliverables, pre nfiation and quali y o#t i fir ish d product. A safie work nd ronment
was provided for both KASA's er w and #he public t all tlrt es; the site was k pt clear
both during th:working hours artd at the nd o#each d y to the ity's satisfaction.
Should you have any'urther questions, pleas feel free ta cAntact me at 714-5 48-34590
Sincerely,
Jake Ngv, P..
Principal Civil Er gineer -
City of WestminsteNPublie Works epa fio nent
i
Exhibit A:Page 40 of 301
o",
f'J f j'/
i: C.r'l\.1",ll V l..I
e C°.
iMMUNITY SE'(iVIC S DEI A!'41 tS1'f WVv1 f..1 0 OC C1.01'g f?HE2h1 i'!j 7-44=T27A. C:(7i4j 744-251
i
Jlaljl 1;, 0,5
CRSR nn tru iari
51 8 Si r a Bon ta `Lar
Chl 4, a. 9.1
ubj: ri,j lu P ir c r i "rr ait I.,nd
T 1lVhq 1 Tt M+ .rt ri
fi i m rivii e tv f r tMa f r c r n nd itin rr b h alf of
t i y o r n 'ca l A e ristrt c{r car tl.e sup rb u r.k t a.ur
land ape r`nc vatiori t ri lua p irk.
I A A Gon tru on r pl t+. h v r. ir ir ly fa hion°, sC uving
up on ti ja e ch d n ll i cor pl t. I A car truction
i isp y a r a'es aQn i. a i ud nd wark thi r.c m the r
na:n g err n r superi tc±d r t; F r at + I bt r a`Ffir g u vm er
servr and i f e iQ:r v fl.c ed thrQu.gliaut thi proj,..
w au:ld at h itate ir ravidin p itiv refi ral r f T hope thafi the
Ci y af 'rar ge Mas h gor d o:rfiur e work :fr i id tl m i r th
fu u,
es;pect'ulC r uk r i,
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pt rt a.;t.i z
Sr. L rrdscap Pr t qrdi ar
Ntlk f fTY fiVt ES f F'/RTNI NT,30.Ci IqF MR,f AV EJIt •kRAiN Cf 92 66 . _ .
Exhibit A:Page 41 of 301
l,,` : Q
115G N.Mountain Avenue(9178b)/Post Of$ea Box G70
Uplaud,CA 91985-0670
Office—(909)949-6789/Facsimile(909)431-SS9S
i
j
Ta auary 1,Q 5
E: L ter ofRecommenda fiota f K 4r arzsf'n
To Whom It May Coilc ran:
n S pt na.bex c f Q14, K.S i Consiauc Qa was s lveted a.d b ga constru tion o£certaix CF xmprovenaents
n our 'arrlc Fiace rr a ter plan ed comrnunity ia O a a, A (a joint veMt.r pz oj k by L wis Cnmranunity
Develppers and St atham Go tai i-P-arl'lacc ho v as--horu.s--by-ind str3 l adi g-hox ebu ders,-I B— --! --
ioix e,TRZ Pointe Homes,Rylax d Homes.nd Woociside omes.The CFD'am rovements completed b I ASA
Conslrucrian included Celebration axk(a b acre public parl)and Marrill Avenue la.ndscape irnpravements with
total costs in exccss of$5,000,00. TCA A, Cozzst ue#aoz wa aggro aive in tk eir bidding for Celebratio a Parlc
and were approximately 14%lower than the s eond plaoe bid.
The Park Place Grand Qpening took place ]'ove ab r $, 2014 and ovex 4,Q00 peopl ttended th o ening
c le+bratiatt whic}i,cluded tk viewu of 8 be.ati'ully a pa,d cadel hames and a tour of th Paxkk ouse
a spectacular 14,S OSF recrcation c0nter). ``h Grax d ('?pe'ir,g also iucluded live enfi ert u2tnez2t and food
service i. Calebraiaon arl. The date o t1 e f"x r d Qperung; howaver, was not eonfirmed unt l ai er KASA
Constr tction had commenced its wox c. T A o.i.Q. rase to tla ehal,lez g azzd co pleted over
S,OOO,OOU of cozastruction rn half th tim gr nt d l y Qu agreemen. A gni,car t portion o£the worlc l ad to
be completed wit.in a ruere 2A ror ca.g da.ys fr.om ca.tzx e,t e t of aonstructia n. Sax xx.oz tha Qf construction
wexe accelerated aaac su.ceess ully eozza.pl ted wilhi t :oial of 60 working days - all while eooxdina.ting
eonstxuction ac ivit es wi.th variou co.ixactor vf oth r:ade o cu ntly perFor.m work withiz Paxl Flace.
KASA's exemplary performanee ex eeded our exge,etatioz s.It is witkt gr at pleasure tbat we have been af oxded
th opportunity to cvllaboratQ vaxi;h KA A's er sn cec, c di at d and d ivan st.a. KA's professxonal i
i xz anage za sXsi.11s,from i e top doww., aler gsxd t aei e1 l ess"g t t}ae job dox e".tt tud and approach in ik e i
acl ninistration aud implezne ta o of eo str ctioa truly n de th dif'erence in the suacessful and ac.alerated
i completion of elebrataon Parlc which allow d us to n eet Qur Nove ber 8a'Grand Opening date.
I i
I look forward to wor Cin with the KASA Constructiun team on many more pxojec s in tfie future,
Sincerel,
Randall Lewi i .
Execu ive Vice x s dont
t
I
I
I
Exhibit A:Page 42 of 301
P41B4.IC
1 i26STRO M
Q p,A Building Better Places To Go.s'^
March X 1,2019
Sam KasUac
Viee Presid nt.
I.asa CQnstru tion,Ina.
15 S ierra Bonita Lane
Chino,CA 91710
Re: Letter of Recommendation
To Whom It May Concern;
This lett r s to recornm nd Kasa on.struction, W h ve$ad the ple sure af doing many
uccessful muni ipal park grojects tog thar over t i past 15 yeaxs. Tl y are a well qualified and
compatent general contractor and every prQject w wor Ced on toge hex wa,s performed with
efficiency, safety,and quality in m nd. I look farward tv woxki ng or futur projects with Sain
I asbar and his competent staff
Please reacl out to me with amy speGi c sfiions.
Res ectfully,
Chad I.au a
Vic Pr sid t
2587 usiness Rarkway I 9inden,NV 8q423 j www,PublicR stroom ompany,com p:888-888-2obo J fi 8$$-888-144
N
1d 1Vll d l-1.Ly P lbl ld f7 LOT 1V/J GENERAL NOTES
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2. LIl1E5 u D TIE FCCCNPAN1tNC SUBSiPUCNHES SNOW 1 W 1HFSE
UBIE YUBIIC A1A M LL BE RE MI9BLE
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SHEET INDEX
F 1XE LONTthL10.9 91RLL NOTF!lXE FOLL M1G U11l1LIE5 PEGnROWG NNY PR091£u5.
1 TS TITLE SHEET 25 C0.01 PRECISE CRADING PLAN TITLE SHEET
2 DP-1 DEMOLITION PLAN 26 C0.02 PRECISE CRADING PLAN GENERAL NOTES
3 LP-1 LAYOUT PLAN 27 C1.01 PRECISE GRADINC PLAN GRAOING AND
v "b
Q
4
4 CP-1 CONSTRUCTION PLAN UTILITIES a ea xrve ntt or onnrvee wnirn w von xea-z is
as 5 IP-I IRRIGATION PLAN 28 C2.01 PRECISE GRAOING PLAN OETAIL SHEET s nu
p
re r cnurorexu zai-s as
6 PP-1 PLANTING PLAN 29 C2.02 PREQSE GRADINC PLAN ETAIL SHEET Esuc uaan ntxrcauroax:n sss-s c
G
7 CD-1 CONSTRUCTION DETAILS 30 C2.03 PREQSE GRADING PLAN DETAIL SHEET auun caeaucno so cn sns cwvavr(oiswieunax) s-3iiy
g S
y, .`
8 CD-2 CONSTRUCTION DETAILS 31 C2.04 PRECISE GRADING PLAN DETAIL SHEET
nasum souiAcs so.u c.s cowa.rvr(m rvsmisscrv) ein io-ascz
G 9 CD-3 CONSTRUCTION DETAILS 32 C2.05 PRECISE GRADING PLAN DETAIL SHEET
r ccssNn so.cu.misory ie)e a-s.sa10W-4 CONSTRUCTION DETAILS 33 C2.06 PREqSE GRADING PLAN DETAIL SHEET
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Exhibit A:Page 85 of 301
PF P EF 51\/ITY WAIVER
II , FOR
rl.1-1 A 1 Dl( PARIC: PARI I Ivl f L T A1 D
1
PREFA LJILDII IG I !vlPF Oi/EME1 T
PI OJ ECT
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Prepared for:
F o City of Orange
o o„..
c,• ' Community Services Department
s 230 East Chapman Avenue
i.,,r;;;'
a.,;.P,,
Orange,CA 92866
rv,
Prepared by:
DAVID B,ECKWITH AND ASSOCIATES INC
Civil&Structural Engineering-Land Surveying-QSD/QSP Environmental Services
1269 Pomona Road,Suite 108
s . •Corona,CA 92882
www.davidbeckwithandassociates.com
RFB 20-21.13:Page 62
Exhibit A:Page 86 of 301
c~'
pA°
O
Handy Park: Parking Lot and Prefabricated
Building lmprovement Project
s`P"6`
Storm.Water Pollution Prevention Flan Erosivity Waiver
STORMWATER POLLUTION PREVENTION PLAN (SWPPP)
EROSIVITY WAIVER
for
Handy Park: Parking Lot and Prefabricated Building
Improvement Project .
WDID No. 8
RISK LEVEL 1 :
Prepared for:_
City of Orange
CommunityServices Department
230 East Chapman Avenue
Orange,CA 92866
Project Address:
2143 East Oakmont Avenue .
Orange,CA 92867
Prepared by:
David M Beckwith; PE,QSD,QSP,QISP
David Beckwith and Associates; Inc
1269 Pomona Road,Suite 108 - .
Corona, CA 92882 -
714)349-7007(t) (213)270-9488(f) . .
Preparation Date:
luly 27,2020
Estimated Project Dates:
Construction Start: 05/01/2021 Construction End: 10/31/2021
RFB 20-21.13:Page 63
oP o
Exhibit A:Page 87 of 301
i';,.3 '`'
Q Handy Park: Parking Lot and Prefabricated
i j Building Improvement Project
Storm Water Pollution Prevention Plan Erosivity WaiverWc?'
FOREWORD
The General Permit requires that a SWPPP be prepared, amended, or revised by a QSD (Section
XIV.A) and that the SWPPP include a listing of the date of initial preparation and the date of any
amendments.All documents must be signed by a QSD
This Erosivity Waiver complies with the guidelines set forth in the General Permit (Order
Section 11.B.7) in that the subject site has a disturbed area less than 5-acres AND the
corresponding rainfall erosivity factor (R-value) has been calculated to be less than 5 resulting
in a site that has no adverse water quality impacts. Should the small construction site continue
beyond the projected completion date indicated herein, the LRP shall recalculate the R-value
for the new project duration and submit the Change of Information (C01) through the SMARTS
system. The new waiver shall be submitted 30 days prior to the projected completion date
listed on the original waiver to assure exemption from permitting requirements is
uninterrupted. If the new R-value is 5 or above, the LRP shall be required to apply for coverage
under the General Permit and prepare a complete SWPPP report.
Supporting Calculations have been included as part of this report to validate findings.
July 2020 Page i
RFB 20-21.13:Page 64
Exhibit A:Page 88 of 301
op
Handy Park: Parking Lot and PrefabricatedI , ;' ; ,
Building Improvement Project
Storm Water Pollution Prevention Plan Erosivity Waiver
J
Qualified SWPPP Developer
Approval and Certification of the Erosivity Wavier of the Storm Water Pollution Prevention Plan
Project Name: Handy Park:Parking Lot and Prefab Building Improvements
Project Number/ID
This Storm Water Pollution Prevention Plan and Attachments were prepared under my direction to
meet the requirements of the California Construction General Permit(SWRCB Orders No. 2009-009-
DWQ as amended by Order 2010-0014-DWQ). I certify that I am a Qualified SWPPP Developer in
good standing as of the date signed below."
Signed Electronically Via SMARTS] Dated Electronically Via SMARTS]
QSD Signature Date
David M Beckwith, PE, QSD, QSP, QISP 20090
QSD Name QSD Certificate Number
President
David Beckwith and Associates, Inc 714)349-7007
Title and Affiliation Telephone Number
dbeckwith@dbainc.com
Email
July 2020 Page 1
RFB 20-21.13:Page 65
g,
Exhibit A:Page 89 of 301
p YL'coav oii.r.c`\
Handy Park: Parking Lot and Prefabricatedk!
Building Improvement Project
F-.e.t/
r?% Storm Water Pollution Prevention Plan Erosivity Waiver
Approved Signatory
Approval and Certification of the Erosivity Wavier of the Storm Water Pollution Prevention Plan
Project Name: Handy Park:Parking Lot and Prefab Building Improvements
Project Number/ID
I certify under penalty of law that this document and all Attachments were prepared under my
direction or supervision in accordance with a system designed to assure that qualified personnel
properly gather and evaluate the information submitted. Based on my inquiry of the person or
persons who manage the system or those persons directly responsible for gathering the information,
to the best of my knowledge and belief,the information submitted is,true,accurate,and complete. I
am aware that there are significant penalties for submitting false information, including the
possibility of fine and imprisonment for knowing violations."
Signed Electronically Via SMARTS] Dated Electronically Via SMARTS]
Approved Signatory Signature Date
Approved Signatory Name Telephone Number
Title and Affiliation Email
July 2020 Page 2
RFB 20-21.13:Page 66
Exhibit A:Page 90 of 301
4opp
tS;'sa _ Fo.,,
Y ;' Handy Park: Parking Lot and Prefabricated
Building Improvement Project
Storm Water Pollution Prevention Plan Erosivity Waivero?
Amendment Log
Project Name: Handy Park:Parking Lot and Prefab Building Improvements
Project Number/ID
Amendment Brief Description of Amendment,
Date Prepared and Approved ByNo. include section and page number
Name:
QSD#
Name:
QSD#
Name:
QSD#
Name:
QSD#
Name:
QSD#
Name:
QSD#
Name:
QSD#
Name:
QSD#
Name:
QSD#
Name:
QSD#
Name:
QSD#
July 2020 Page 3
RFB 20-21.13:Page 67
Exhibit A:Page 91 of 301
Handy Park: Parking Lot and Prefabricated
9' ' Building Improvement Project
L6.1.
P Storm Water Pollution Prevention Plan Erosivity WaiverbiMyc
FINDINGS OF THE CONSTRUCTION SITE SEDIMENT AND RECEIVING WATER RISK
DETERMINATION
Part A
A construction site risk assessment has been performed for the project and the resultant risk
level is Risk Level 1.
The risk level was determined through the use of a site specific analysis to determine the
factors involved in the calculation. The risk level is based on project duration, location,
proximity to impaired receiving waters and soil conditions. A copy of the Risk Level
determination submitted on SMARTS with the PRDs is included herein.
Part B
Table 1.1 and Table.l.2 summarize the sediment and receiving water risk factors and document
the sources of information used to derive the factors.
Table 1.1 Summary of Sediment Risk
RUSLE
Value Method for establishing value
Factor
R 2.8 EPA Storm Water Phase II Final Rule (EPA 883-F-00-014)
K 0.32 K Value Map provided by SRWCB(and verified by SMARTS system)
LS 0.65 LS Value Map provided by SRWCB(and verified by SMARTS system)
Total Predicted Sediment Loss(tons/acre) . 0.58
Overall Sediment Risk
Low Sediment Risk< 15 tons/acre
OW
Medium Sediment Risk>= 15 and<75 tons/acre
Medium
High Sediment Risk>=75 tons/acre
High
Table 1.2 Summary of Receiving Water Risk
303(d)Listed for
TMDL for Sediment
Beneficial Uses of
Receiving Water Name Sediment Related
Related Pollutant l COLD,SPAWN,and
Pollutant l MIGRATORY l
Santa Ana River Yes No Yes No Yes No
Overall Receiving Water Risk
W
High
1J If yes is selected for any option the Receiving Water Risk is High
July 2020 Page 4
RFB 20-21.13:Page 68
gA
Exhibit A:Page 92 of 301
p
O\\
o Q) Handy Park: Parking Lot and PrefabricatedjF '=
Building Improvement Project
Storm Water Pollution Prevention Plan Erosivity Waivercoya
Appendix: Supporting Calculations
July 2020 Page 5
RFB 20-21.13:Page 69
1
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Exhibit A:Page 94 of 301
u~',\Handy Park: Parking Lot and PrefabricatedQI
Q; Building Improvement Project
Storm Water Pollution Prevention Plan Erosivity WaiverWi;r,;•,cP
R Factor
National Pollutant Discharge Elimination CONTACTUS
System (NPDES) SHAREO O -OO- ;
Rainfall Erosivity Factor Calculator for Small
Construction Sites
a
EPA's stormwater regulations allow NPDES permitting authorities to waive NPDES permitting requirements for stormwater
discharges from small construction sites if:
the construction site disturbs less than five acres,and
the rainfall erosivity factor("R"in the revised univerSal soil loss equation,or RUSLE)value is less than five during the period of
construdion activity.
If your small construction project is located in an area where EPA is the permitting authority and your R factor is less than five,you
qualify for a low erosivity waiver(LE1A from NPDES stormwater permitting.If your small construdion projed does not quali,fy for a
waiver,then NPDES stormwater permit coverage is required.Follow the steps below to calculate your R-Fador.
LEW certifications are submitted through the NPDES eReporting Tool or"CGP-NeT".Several states that are authorized to
implement the NPDES permitting program also accept LEWs.Check with your state NPDES permitting authority for more
information.
Submit your LEW through EPA's eRe o ingToo
List of states,Indian country,_and territories where EPA is the r i i g hori ,
Construction Rainfall Erosivity Waiver Fact Sheet
ePpendix C of the 2017 CGP-Small Construction Waivers and Instructions
The R-factor calculation can also be integreted directly into custom applications using the R-Factorweb service.
For questions or comments,email EPA's CGP staff at SgR a eq g v.
Select the estimated start and end dates of construction by clicking the boxes and using the dropdown calendar.
The period of construction activity begins at initial earth disturbance and ends with final stabilization.
Start Date: 05/Ol/2021 End Date: 10/31/2021
Locate your small construction projed using the search box below or by clicking on the map.
i
Location: -117.830577424583,33.80030592867195 i Search
July 2020 Page 7
RFB 20-21.13:Page 71
Exhibit A:Page 95 of 301
OP_.
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Handy Park: Parking Lot and Prefabricated
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Building Improvement ProjectF,6.;,
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City of Anaheim,Counry of Los Angeles,Bureau of Land Management,Esri.HERE.Garmin,INCREMENT P,USGS,EPA,USDA Powered by r'
Click the"Calculate R Fador"button below to calculate an R Factor for your small construction project.
I
Calculate R Factor
Facility Information
Start Date:05/Ol/2021 Latitude:33.8003
End Date:10/31/2021 Longitude:-117.8306
Calculation Results
Rainfall erosivity factor(R Factor)=2.8
A rainfall erosivity factor of less than 5.0 has been calculated for your site and period of construction.If you are located in an area where
EPA is the oermitting authoriN you can submit a LEW through EPA's NPOES eReporting(T).Otherwise,contact your state permitting
authority to determine if you are eligible for a waiver from NPDES permitting requirements.
If you submitted a LEW through EPA's NeT and your construction activity ultimately extends past the project completion date you
specified above,you must recalculate the R factor using the original start date and a new projed completion date.If the recalculated R
factor is still less than 5.0,you must submit a modification to your LEW through NeT before the end of the original construction period.
If the new R factor is 5.0 or greater,you must submit a Notice of Intent(NOn instead to be covered by the Construction General Permit
CGP)before the original project completion date.
July 2020 Page 8
RFB 20-21.13:Page 72
Exhibit A:Page 96 of 301
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July 2020 Page 9
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Risk Factor
Sediment Risk Factor Worksheet Ent
A R Factor
Analyses of data indicated that when factors other than rainfall are held constant, soil loss is directly
proportional to a rainfall factor composed of total storm kinetic energy (E) times the maximum 30-min
intensity (130) (Wischmeier and Smith, 1958). The numerical value of R is the average annual sum of
E130 for storm events during a rainfall record of at least 22 years. "IsoerodenY' maps were developed
based on R values calculated for more than 1000 locations in the Western U.S. Refer to the link below
to determine the R factor for the ro'ect site.
htt ://cf ub.e a. ov/n des/stormwater/LEW/IewCalculator.cfm
R Factor Value 4.17
B K Factor wei hted avera e, b area, for all site soils
The soil-erodibility factor K represents: (1) susceptibility of soil or surface.material to erosion, (2)
transportability of the sediment, and (3)the amount and rate of runoff given a particular.rainfall input, as .
measured under a standard condition. Fine-textured soils that are high in clay have low K values (about
0.05 to 0.15) because the particles are resistant to detachment. Coarse-textured soils, sucfi as sandy
soils, also have low K values (about 0.05 to 0.2) because of high infiltration resulting in low'runoff even
though these particles are easily detached. Medium-textured soils, such as a silt loam, have moderate
K values (about 0.25 to 0.45) because they are moderately susceptible to particle detachment and they
produce runoff at moderate rates. Soils having a high silt content are especially susceptible to erosion
and have high K values, which can exceed 0.45 and can be as large as 0.65. Silt-size particles are
easily detached and tend to crust, producing high rates and large volumes of runoff. Use Site=specific
data must be submitted.
Site-s ecific K factor uidance
K Factor Value 0.32
C LS Factor wei hted avera e, b area,for all slo es
The effect of topography on erosion is accounted for by the LS factor, which combines the effects of a
hillslope-length factor, L, and a hillslope-gradient factor, S. Generally speaking, as hillslope length
and/or hillslope gradient increase, soil loss increases. As hillslope length increases, total soil loss and
soil loss per unit area increase due to the progressive accumulation of runoff in the downslope
direction. As the hillslope gradient increases, the velocity and erosivity of runoff increases. Use the LS
table located in separate tab of this spreadsheet to determine LS factors. Estimate the weighted LS for
the site rior to construction.
LS Table
LS Factor Value 0.65
Watershed Erosion Estimate =RxKxLS in tons/acre 0.5825
Site Sediment Risk Factor
Low Sediment Risk: < 15 tons/acre
Medium Sediment Risk: >=15 and <75 tons/acre Low
Hi h Sediment Risk: >= 75 tons/acre
July 2020 Page 11
RFB 20-21.13:Page 75
Exhibit A:Page 99 of 301
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Receivin Water RW Risk Factor Worksheet Ent Score
A.Watershed Characteristics es/no
A.1. Does the disturbed area discharge (either directly or indirectly)to a 303(d)-
listed waterbody impaired by sediment (For help with impaired waterbodies
please visit the link below)or has a USEPA approved TMDL implementation
lan for sediment?:
htt ://www.waterboards.ca. ov/water issues/ ro rams/tmdl/inte rated2010.shtml
OR no Low
A.2. Does the disturbed area discharge to a waterbody with designated beneficial
uses of SPAWN &COLD & MIGRATORY? (For help please review the
a ro riate Re ional Board Basin Plan
htt ://www.waterboards.ca. ov/waterboards ma .shtml
Combined Risk Level Matrix
Sediment Risk
L
Low Medium Hi h
N
Q
ow Level1 Level2
I
Hign Level2 Level3
Pro'ect Sedirnent Risk:Low
Pro'ect RW Risk:Low
Pro'ect Combined Risk: ;C i il
July 2020 Page 12
RFB 20-21.13:Page 76
Exhibit A:Page 100 of 301
PRI F I'Y PLJ LIC PI dJEC'
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I—AN DY PAR9C: PARKI N G L.O'i' A V D
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Prepared for:
oFo City of Orange
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Community Services Department
a 230 East Chapman Avenue
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F' Orange,CA 92866
Prepared by:
DAVID BECKWITH AND ASSOCIATES INC
Civil&Structural Engineering-Land Surveying-QSD/QSP Environmental Services
1269 Pomona Road,Suite 108
s . e
Corona,CA 92882
I
www.davidbeckwithandaSsociates.com
RFB 20-21.13:Page 77
Exhibit A:Page 101 of 301
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Priority Public Project
Water Quality Managem.ent Plan .
WQMP). . .
Project Name: Handy Park: Parking Lot and Prefabricated Building Improvement Project
WQMP No.:
Department: Community Services
Prepared By: David Beckwith and Associates; Inc
1269 Pomona Road;Suite 108
Corona,CA 92882
714)349-7007(t) (213)270-9488(f)
07/27/2020
Reviewed By: David M Beckwith, PE,QSD,QSP, qISP Date
Recommended for Approval:
Dana Robertson, Department Manager , D8t@
Approved By:
Bonnie Hagan, Department Director . Date
RFB 20-21.13:Page 78
Exhibit A:Page 102 of 301
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Owner's Certification
City of Orange
Water Quality Management Plan
for
Handy Park: Parking Lot and Prefabricated euilding Improvement Project
This Water Quality Management Plan (WQMP) has been prepared for City of Orange and
Community Services Department by David Beckwith and Associates, Inc. This WQMP is intended
to comply with the requirements of the City of Orange and the countywide Drainage Area
Management Plan (DAMP).
The undersigned, while it owns the subject property, is responsible for the implementation of the
provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date
conditions on the site consistent with the current City of Orange Local Implementation Plan and
DAMP, and the intent of the stormwater NPDES Permit and Waste Discharge Requirements for the
County of Orange,Orange County Flood Control District and the incorporated Cities of Orange County
under the jurisdiction of the Santa Ana Regional Water Quality Control Board. A copy of this WQMP
will be maintained at the project site or project office.
Signed: Bonnie Hagan, Department Director Date
714)744-7283 (t)
RFB 20-21.13:Page 79
op o Exhibit A:Page 103 of 301
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Table of Contents
Tableof Contents ..............................:..................................................................................i
Section 1 Water Quality Condition Conditions.....................................................................1
1.1 Water Quality Conditions ............................................................................................... 1
Section2 Project Description..............................................................................................2
2.1 Project Information......................................................................................................... 2
2.2 Potential Stormwater Pollutants.................................................................................... 2
2.3 Hydrologic Conditions of Concern.................................................................................. 3
2.4 Post Development Drainage Characteristics ........:......................................................... 3
2.5 Property Ownership/Management................................................................................ 3
Section3 Site Description ...................................................................................................4
3.1 Physical Setting...............................................................................................................4
3.2 Site Characteristics.............................................................:':...........................................4
3.3 Watershed Description...................................................................................................5
Section 4 Best Management Practices(BMPsJ ....................................................................6
4.1 Site Design BMPs and Drainage...................................................................................... 6
4.2 Source Control BMPs...................................................................................................... 7
4.2.1 Routine Non-Structural BMPs.........................................................................................7
4.2.2 Municipal Activities Model Maintenance Procedures....................................................8
4.2.3 Routine Structural BMPs.................................................................................................9
4.3 LID and treatment Control BMPs.................................................................................. 10
4.4 Vector Control............................................................................................................... 11
4.5 BMP Sizing Calculations......................................................................................:......... 11
Settion 5 Implementation,Maintenance,and Inspection Responsibility for BMPs(O&M P/anJ..... 12
5.1 Responsible Party.......................................................................................................... 12
Section6 Location Map and Site P/an............................................................................... 13
July 2020 Page i
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Exhibit A:Page 104 of 301
Op._0.o;,Lj.\
Handy Park: Parking Lot and Prefabricated
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Priority Public Project WQMP
LIST OF TABLES
Table1. Site Design BMPs......................................................................................................... 6
Table 2. Routine Non-Structural BMPs..................................................................................... 7
Table 3. Model Maintenance Procedures.................................................................................8
Table 4. Routine Structural BMPs............................................................................................. 9
Table 5. LID and Treatment Control BMPs.............................................................................. 10
Table 6. Frequency Inspection Matrix..................................................................................... 12
APPENDICES
AppendixA: Conditions of Approval
AppendixB: Education Materials
Appendix C: BMP Details
Appendix D: BMP Maintenance lnformation
Appendix E: Geotechnical Infiltration Testing
Appendix F: Hydro/ogic Conditions of Concern
July 2020 Page ii
RFB 20-21.13:Page 81
Exhibit A:Page 105 of 301
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Section 1 Water Quality Conditions
1.1 WATER QUALITY CONDITIONS
Projects that exceed 5,000 square feet of paved surface are considered Priority Projects subject
to the preparation of a Water Quality Management Plan (WQMP) and Best Management
Practices (BMPs) design in compliance with the Orange County Technical Guidance Documents.
Prior to the issuance of any grading permits the applicant shall submit a project WQMP for review
and approval to the Public Works Department that:
Prioritizes the use of Low Impact Development (LID) principles as follows: preserves
natural features; minimizes runoff and reduces impervious surfaces; and utilizes
infiltration of runoff as the method of pollutant treatment. Infiltration BMPs to be
considered include the use of permeable materials such as concrete and concrete pavers,
infiltration trenches, infiltration planters, and other infiltration BMPs as applicable.
Incorporates the applicable routine source and structural control,BMPs as defined in the
Drainage Area Management Plan (DAMP).
Maintains the hydrologic characteristics of the site by matching time of concentration,
runoff,velocity,volume, and hydrograph for a 2-year storm event.
Generally describes the long-term operation and maintenance requirements for
structural and treatment control BMPs.
Identifies the entity or employees that will be responsible for long-term operation,
maintenance, repair and/or replacement of the structural and treatment control BMPs
and the training that qualifies them to operate and maintain the BMPs.
Describes the mechanism for funding the long-term operation and maintenance of all
structural and treatment control BMPs.
A copy of the forms to be used in conducting maintenance and inspection activities.
Recordkeeping requirements (forms to be kept for 5 years).
A copy of the form to be submitted annually by the project owner to the Public Works
Department that certifies the project's structural and treatment BMPs are being
inspected and maintained in accordance with the project's WQMP.
Prior to the issuance of certificates for use of occupancy, the applicant shall demonstrate the
following to the Public Works Department:
That all structural and treatment control BMPs described in the project WQMP have been
constructed and installed in conformance with the approved plans and specifications.
That the applicant is prepared to implement all non-structural BMPs describes in the
project WQMP.
July 2020 Page 1
RFB 20-21.13:Page 82
Exhibit A:Page 106 of 301
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Section 2 Project Description
2.1 PROJECT INFORMATION
General Plan Designation: OS-P (Open Space Park)
Project Disturbed Area: 1.54-acres (67,120 sf)
Change in Impermeable Surface: 7.2% (4,835 sf)
SIC Code: 7521—Automobile Parking
Land Use: City Park w/ Parking Lot (no change in function)
Drainage Patterns: Pre and Post construction drainage patterns remain relatively
unchanged. Existing and proposed pavement slope east to
west to an existing catch basin on the western parking lot
edge.
Project Description: Project consist of the demolition and removal of the existing ,
1,350 sf portable classroom trailer as well as the entirety of
the existing 1.1-acre deteriorating AC parking surFace,
adjacent sidewalks, and non-compliant ADA access ramps.
New improvements will include the regrading and repaving of
the existing parking surface, parking lot perimeter ADA
compliant sidewalks and ramps, ADA compliant access to
Handy Elementary School, and a new 1,500 sf prefabricated
concrete block classroom building and associated utilities.
2.2 POTENTIAL STORMWATER POLLUTANTS
Pollutants of Concern. ---_ _.______ _ _._,_..
e_._}
Pollutant
E=Expected to be of concern Additional Information and
N=Not Expected to be of concern Comments
Suspended-Solid/Sediment E N
Nutrients E N
Heavy Metals E N
Pathogens(Bacteria/Virus) E N
Pesticides E N
Oil and Grease E N
Toxic Organic Compounds E N
Trash and Debris E N
July 2020 Page 2
RFB 20-21.13:Page 83
Exhibit A:Page 107 of 301
Op.
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2.3 HYDROLOGIC CONDITIONS OF CONCERN
The project's runoff flow rate,volume, and duration for the post-development condition will not
exceed the pre-development condition for the 2-year, 24-hour rainfall events by more than 5%
once the reduction in volume from the LID BMPs is applied to the project) and does not create
a hydrologic condition of concern and therefore hydromodification does not need to be further
considered. This has been substantiated by hydrologic modeling methods as prescribed in the
Orange County Hydrology Manual.
r _ .____.._______
Unit Hydrograph Method Results
Pre-Construction Condition Post-Construction Condition
Discharge (cfs) 3.20 3.29
Volume (cubic feet) 12,794 13,760(9,660*)
Duration (minutes) 7.5 7.3
Post construction volume after credit of 4,100 cf of retention from infiltretion chambers is applied to site run-off calculations.
0 Flow= 2.8% (0.09 cfs)< 5% • ok
Volume =-22.2% (-3,134 cf) < 5% •: ok
0 Tc= 2.7% (0.2 min) < 5% :. ok
Supporting engineering studies, calculations, and reports are included in Appendix F.
2.4 POST DEVELOPMENT DRAINAGE CHARACTERISTICS
All project flows will continue to flow towards the concrete ribbon gutter in the center of the
parking lot, thence west towards the existing 14' wide catch basin that will remain along the
existing/proposed western curb of the parking lot. This catch basin accepts flows from Caltrans
right-of-way via two (2) 15" RCP storm drain lines and connects by means of 24" RCP storm drain
line to the City of Orange Line "A"/D-128 66" RCP storm drain line.
2.5 PROPERTY OWNERSHIP/MANAGEMENT
The property is owned/operated/maintained by the City of Orange who will continue the long-
term maintenance of the project's stormwater facilities.
July 2020 Page 3
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Exhibit A:Page 108 of 301
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Section 3 Site Description
3.1 PHYSICAL SETTING
Location/Address: 2143 East Oakmont Avenue
Orange, CA 92867
Land Use Designation or Zoning: R-1-8 (Single Family Residential, 8,000 sf)
Acreage of Project Site: 1.54-acres (67,120 sf)
Predominant Soil Type: SP (sand w/gravel, per geotechnical report)
e__ _=_r------- - -------------- - - --- .
Project Pervious and Impervious Cover
Pre-Construction Condition
Pervious Impervious
Area sf Percenta e(%1 Area sf Percenta e(%)
9,685 14.4 57,435 85.6
Post Construction Condition
Pervious Impervious
Area sf Percentase(%1 Area sf Percentase(%1
4,850 7.2 62,270 92.8
3.2 SITE CHARACTERISTICS
Precipitation Zone: North County
Topography: gentle slope from east to west
Soil Type, Geology, Infiltration: B (per hydrology manual, NRCS hydrologic soils group map)
Hydrogeologic Conditions: Groundwater not encountered,>40' beneath ground surface
Geotechnical Conditions: A percolation study was completed by Geocon West, Inc for
this project (Project No. W1115-88-01) on December 10,
2019. The measured percolation test data was used to
calculate the infiltration rate for the site in accordance with
the Orange County Technical Guidance Document for the
Preparation of Conceptual/Preliminary and/or Project Water
Quality Management Plans (OC TGD), dated December 2013.
A factor of safety of two (2) was applied to the measured
infiltration rate of 1.6 in/hr to account for subsurface
variations, uncertainty in the test method, and future
siltation. The value of 0.8 in/hr was used for the design.
July 2020 Page 4
RFB 20-21.13:Page 85
op..og a
Exhibit A:Page 109 of 301
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Off-Site Drainage: Stormwater from a portion of the surrounding neighborhood
currently enters the project site at the park entrance on East
Oakmont Avenue and traverses the site via concrete ribbon
gutter to the existing catch basin on the western parking lot
curb. Said catch basin accepts storm accepts flows from
Caltrans right-of-way via two (2) 15" RCP storm drain lines
and connects by means of 24" RCP storm drain line to the City
of Orange Line "A"/D-128 66" RCP storm drain line. This
drainage pattern will remain unchanged.
Utility and Infrastructure: Existing utilities (sewer, water, irrigation, gas, electrical)
traverse the project site from. Oakmont Avenue to the
existing restroom and snack bar buildings on the north end of
the parking lot. In addition, Line "A"/D-128 storm drain
crosses the parking lot in a predominantly north south
direction approximately 5' below the existing finished
surface.
3.3 WATERSHED DESCRIPTION
Receiving Waters: Santiago Creek, Reach 1 - Santa Ana River, Reach 1
303(d) Listed Impairments: None
Applicable TMDLs: None
Environmentally Sensitive Areas: None
July 2020 Page 5
RFB 20-21.13:Page 86
Exhibit A:Page 110 of 301
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Section 4 Best Management Practices (BMPsJ
4.1 SITE DESIGN BMPS AND DRAINAGE
Site drainage travels via sheet flow across the parking lot and becomes concentrated in the
concrete ribbon gutter running longitudinally east to west. This concrete gutter discharges into
a proposed approximately S' long by 2' wide grated inlet per Standard Plans for Public Works
Construction (SPPWC) Standard 304-3. Storm flows conveyed to said inlet and directed into the
proposed ADS Stormtech MC-4500 Underground Infiltration Chambers, where the full DCV will
be collected and infiltrated onsite. The pretreatment of this project's run-off will be provided by
utilizing both ADS' Flexstorm Pure PC catch basin inlet filter in the SSPWC inlet as well as ADS'
Nyloplast basin (manhole) with a 3' sump and fitted with ADS' proprietary Envirohood drainage
hood to settle out heavy debris, sand, and silts, and trap oils and floating debris that may have
bypassed the catch basin insert prior to discharge into the chamber system.
Once the chambers become inundated by storm flows above their capacity,the system will back
into the proposed inlet where an overflow pipe connecting said grated inlet to the existing site
catch basin will convey storm flows into the existing site storm drain system and into the City's
MS4 storm drain facility, Line "A"/D-128.
TABLE 1. SITE DESIGN BMPS
Included-- - - - - - - - -- - ----- --- ;
Technique If no,state justification. j
Yes No
Minimize Directly Connected Impervious Areas(DCIAs)Existing site constraints and parking
C-Factor Reduction) lot use does not lend itself to
impervious area disconnects.
Create Reduced or"Zero Discharge"Areas Existing site constraints and parking
Runoff Volume Reduction)1 lot use does not lend itself to this
design concept.
Minimize Impervious Area/Maximize Permeability Permeable pavement was
C-Factor Reduction)Z considered; however, underground
infiltration was chosen as the
desired BMP.
Conserve Natural Areas No natural areas to conserve.
C-Factor Reduction) Landscape cover is being improved
in areas affected by construction.
1 Detention and retention areas incorporated into landscape design provide areas for retaining and detaining stormwater
flows,resulting in lower runoff rates and reductions in volume due to limited infiltration and evaporation. Such Site Design
BMPs may reduce the size of Treatment Control BMPs.
2 The"C Factor" is a representation of the ability of a surface to produce runoff.Surfaces that produce higher volumes of
runoff are represented by higher C Factors. By incorporating more pervious,lower C Factor surfaces into a development,
lower volumes of runoff will 6e produced. Lower volumes and rates of runoff translate directly to lowering treatment
requirements.
July 2020 Page 6
RFB 20-21.13:Page 87
Exhibit A:Page 111 of 301
4 pv.
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Handy Park: Perking Lot and Prefabricatedi
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Building Improvement Project
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4.2 SOURCE CONTROL BMPs
4.2.1 ROUTINE NON-STRUCTURAL BMPs
TABLE 2. ROUTINE NON-STRUCTURAL BMPs
CheckOne _ _ ___ ------_
s,_.._._-----__ ___ --
I
ID Name If not applicable,state brief reason
Included N/A
N1 Education for Property Owners,
Tenants and Occupants
N2 Activity Restrictions Covered in N1
N3
Common Area Landscape
Covered in FF5
Management
N4 BMP Maintenance
N5 Title 22 CCR Compliance No hazardous materials will be stored
N6
ocal Water Quality Permit This BMP is N/A.The City of Orange does
Compliance not issue water quality permits
N7 Spill Contingency Plan No hazardous materials will be stored
Underground Storage Tank
No underground storage tanks for
N8
Compliance
materials other than storm water
infiltration proposed
N9
Hazardous Materials Disclosure
Compliance
No hazardous materials will be stored
N10 Uniform Fire Code Implementation No hazardous materials will be stored
N11 Common Area Litter Control Covered in FF13
N12 Employee Training Covered in City Program
N13 Housekeeping of Loading Docks No loading docks proposed
N14
Common Area Catch Basin
Covered in DF1
Inspection
N15 Street Sweeping Private Streets
and Parking Lots
Covered in FF9
N17 Retail Gasoline Outlets No gas station located at this site
N1 — Education of property owners, tenants, and occupants: City of Orange currently
implements a training program for its employees on general housekeeping practices that
contribute to the protection of stormwater quality. This project will be included in the current
program.
July 2020 Page 7
RFB 20-21.13:Page 88
Exhibit A:Page 112 of 301
pF_O,
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4.2.2 MUNICIPAL ACTIVITIES MODEL MAINTENANCE PROCEDURES
TABLE 3. MODEL MAINTENANCE PROCEDURES
V ---- - -- ------__, .____._____._...-- ----_---__
Check One I
ID Name If not applicable,state brief reason ;
Included N/A
Fixed Facility Model Maintenance Procedures
FF2 Building Maintenance and Repair
FF3
Equipment Maintenance and
Not allowed on the site
Repair
FF4 Fueling Not allowed on the site
FF5 Landscape Maintenance
FF6 Material Loading and Unloading No storage facilities proposed
Material Storage, Handling,andFF7
Disposal No storage facilities proposed
FF8 Minor Construction
FF9 Parking Lot Maintenance
FF10 Spill Prevention and Control No hazardous material will be stored
FF11 Vehicle and Equipment Cleaning Not allowed on site
FF12 Vehicle and Equipment Storage Not allowed on site
FF13 Waste Handling and Disposal
Drainage Facility Model Maintenance Procedures
DF1 Drainage Facility Operation and
Maintenance
Field Program Model Maintenance Procedures
FP1 Lake Management No lake facilities proposed
FP2 Landscape Maintenance
Roads,Streets,and Highways
FP3
Operations and Maintenance Not a roadway or highway
FP4
Sidewalk,Plaza,and Fountain
Maintenance and Cleaning
FP5 Solid Waste Handling No storage facilities proposed
FP6 Water and Sewer Utility Operation
and Maintenance
FP7 Fire Department Activities
July 2020 Page 8
RFB 20-21.13:Page 89
Exhibit A:Page 113 of 301
p-°.?a,,a,,;,.4
Handy Park: Parking Lot and Prefabricated
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Building Improvement Project
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4.2.3 ROUTIfVE STRUCTURAL BMPS
TABLE 4. ROUTINE STRUCTURAL BMPS
Check One
ID Name If not applicable,state brief reason
Included N/A
S1
Provide storm drain system
stenciling and signage
Design and construct outdoor
S2 material storage areas to reduce No material storage proposed `
pollution introduction
Design and construct trash and
S3 waste storage areas to reduce
pollution introduction
S4
Use efficient irrigation systems&
landscape design
S5
Protect slopes and channels and
No slopes or channels proposedprovideenergydissipation
S6 Dock Areas No loading docks
S7 Maintenance Bays No maintenance bays
S8 Vehicle Wash Areas No vehicle wash areas
59 Outdoor Processing Areas No processing areas
510 Equipment Wash Areas No equipment will be washed
S11 Fueling Areas No fueling to occur
S12 Hillside Landscaping No hillside area
S13 Wash Water Control for Food Prep No food prep
514 Community Car Wash Racks No wash facilities provided
S1—Provide storm drain system stenciling and signage (BMP SD-13): All storm drains and catch
basins within the project area will continue to be inspected for legibility annually. The phrase
No Dumping — Drains to Ocean" will be re-stenciled as needed, as this message serves to
reinforce the City of Orange's stormwater program to the. public reminding them of the
prohibition on pollutants entering into the public rightOofOway and storm drain system.
S3— Design and construct trash and waste storage areas to reduce pollution introduction (BMP
SD-32): The designed trash storage facility is designed to contain pollutants that could occur
within the area. The area is enclosed on three sides and the parking lot paving directly adjacent
to the trash storage area is sloped away from the trash enclosure in order to prevent run-on to
the area. Interior trash bins shall remain closed at all times when not in use. The City shall inspect
July 2020 Page 9
RFB 20-21.13:Page 90
g,`
Exhibit A:Page 114 of 301
t4°,6,•b\
Handy Park: Parking Lot and Prefabricated
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Building Improvement Project
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the trash storage areas for the integrity of the designed trash enclosure a minimum of once per
year.
S4—Use efficient irrigation systems and landscape design (BMP SD-10):The landscape design for
the site has been designed to minimize impervious land coverage where applicable. Irrigation is
provided utilizing a combination of drip bubbler style irrigation as well as water efficient
overhead spray depending on application area. The project will comply with the City of Orange
code for water efficient landscaping.
4.3 LID AIVD TREATMENT CONTROL BMPS
TABLE 5. LID AND TREATMENT CONTROL BMPS
Name Included I
Vegetated (Grass)Strips YES NO
Vegetated(Grass)Swales YES. NO
Dry Detention Basin YES NO
Wet Detention Basin YES 0 NO
Construction Wetland YES NO
Detention Basin/Sand Filter YES NO
Porous Pavement Detention YES NO
Porous Landscape Detention YES NO
Infiltration Basin YES NO
Infiltration Trench YES NO
Media Filter(Pretreatment) YES NO
Subsurface Infiltration Galleries(INF-7} YES NO
Infiltration BMPs have the risk of becoming plugged over time as a result of sediment carried in
the stormwater settling within the gravel layer of the chambers resulting in a loss of porosity. As
such, a pNetreatment device must be installed between the chamber system and the drainage
area: The pretreatment on this project will be provided by utilizing two (2) different structures
in the treatment train. The first is ADS' Flexstorm Pure PC catch basin inlet filter which has a peak
flow rate of 137 gpm/sf (0.31 cfs/sf) of filter media. Given the configuration of the proposed
inlet,the filter capacity of more than 5 cfs is more than sufficient for the 2-yr 24-hr storm event.
Should a larger storm inundate the catch basin insert, storm water will overflow the filter and
additional pretreatment will then be provided by the ADS Nyloplast basin/manhole with a 3'
sump to settle out heavy debris, sand, and silts, and as well as ADS' proprietary Envirohood
drainage hood installed into said manhole thattraps oil and floating debris priorto discharge into
the chamber system.
July 2020 Page 10
RFB 20-21.13:Page 91
Exhibit A:Page 115 of 301
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4.4 VECTOR CONTROL
All proposed subsurface BMPs are designed to fully infiltrate within less than 96-hours per the
OC TGD Section X1.3.2.
4.5 BMP SIZING CALCULATIONS
Given:
Redevelopment Project,85th percentile,24-hr storm depth=d=0.85 in
Drainage Area =A=67,120 sf
Impervious=92.8%
Effective retention depth of HSCs(dHsc) =0 in
System volume provided=4,100 cf
Calculate
DCV=C x d x A x 1/12 in/ft
LID DCV
Where:
DCV= runoff volume during the design storm event,cf
C= runoff coefficient= (0.75 x impervious fraction+0.15)
d=storm depth, in .
A=tributary area,sf
DCV=(0.75 x 0.928+0.15)x 0.85 x 67,120 x 1/12
DCV=4,022.17 cf<4,100 cf:. ok
Given:
Design Capture Volume= DCV=4,022.17 cf
Design infiltration rate= K=0.8 in/hr
System area provided =1,010 sf
Am= DVC C max
dmax=96 X K
Calculate
Area Required to
Where:
Infiltrate DCV w/in
DCV=runoff volume during the design storm event, cf
96hrs dmax=max retention depth to drain within 96hrs,ft
Am=minimum area required to infiltrate within 96hrs,sf
K=design infiltration rate, in/hr
dmax=96x0.8
dmax=76.8 Irl=6.4 ft
Am=4,022.17/6.4
Am=628.465f<1,010Sf• ok
July 2020 Page 11
RFB 20-21.13:Page 92
Exhibit A:Page 116 of 301
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Section 5 Implementation, Maintenance, and Inspection
Responsibility for BMPs (O&M Plan)
5.1 RESPONSIBLE PARTY
Division: Community Services Department
Division Contact: Dana Robertson
Phone Number:714) 744-7283
TABLE 6. FREQUENCY INSPECTION MATRIX
Inspection/
BMP Responsible Party Maintenance ActivBty Maintenance
Frequency !
Source Control BMPs(Structural and Non-Structural)
SD-13 Storm Stenciling shall be inspected annually
Drain Signage City of Orange and repaired at any time the stenciling is Annually
deemed illegible
SD-32 Trash
City of Orange Inspect trash storage containment area AnnuallyStorageArea
SD-10 Site Design
and Landscape City of Orange Inspect vegetation annually Annually
Planning
Low Impact Development and Treatment BMPs
3 annual inspection of the filter with
replacement as needed based upon
condition of material, typically every 4
MP-52 Drain years. Replace if geotextile is torn or
Inserts City of Orange
Punctures of'/:" diameter or greater in 3 times per year
the lower half of the bag. Filter should
be emptied of sediment if more than
25%is filled with sediment and debris.
Chambers shall be inspected and
maintained bi-annually and monthly
INF-7 during the rainy season. Chambers shall Bi-Annually,
Underground City of Orange be vacuumed to ensure permeability is Monthly during
Infiltration maintained and to remove sediment/ rainy season
trash build-up in the pretreatment
chamber(nyloplast basin).
Refer to Stormtech "Isolator Row 0&M Manual" and "Flexstorm 0&M Plan" in Appendix D.
July 2020 Page 12
RFB 20-21.13:Page 93
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Appendix A:Conditions of Approval
Not Applicable)
RFB 20-21.13:Page 97
Exhibit A:Page 121 of 301
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Appendix 8: Education Materials
Education Materials I
Residential Material Check If Business Material Check If
http://www.ocwatersheds.com) Applicable (http://www.ocwatersheds.com) Applicable
The Ocean Begins at Your Front Door Tips for the Automotive Industry
Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar
Tips for the Home Mechanic Tips for the Food Service Industry
Homeowners Guide for Sustainable Proper Maintenance Practices for Your
Water Use Business
Household Tips
Other Material
Check If
Proper Disposal of Household Attached
Hazardous Waste
Recycle at Your Local Used Oil CASQA BMP SD-10:Site Design and
Collection Center(North County) Landscape Planning
Recycle at Your Local Used Oil
CASQA BMP SD-13:Storm Drain Signage
Collection Center(Central County)
Recycle at Your Local Used Oil
CASQA BMP SD-32:Trash Storage Areas
Collection Center(South County)
Tips for Maintaining a Septic Tank
CASQA BMP MP-52:Drain Inserts
System
Responsible Pest Control
Sewer Spill
Tips for the Home Improvement
Projects
Tips for Horse Care
Tips for Landscaping and Gardening
Tips for Pet Care
Tips for Pool Maintenance
Tips for Residential Pool,Landscape
and Hardscape Drains
Tips for Projects Using Paint
RFB 20-21.13:Page 98
Exhibit A:Page 122 of 301
Site Design & Landscape Planning SD-10
s:- Design Objectives
C1 Maximize Infiltration
Q Provide Retention
0 Slow Runoff
Q
Minimize Impervious Land
Coverage
t. Prohibit Dumping of Improper
Materials
Contain Pollutants
Collect and Convey
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Description
Each project site possesses unique topographic,hydrologic,and vegetative features,some of
which are more suitable for development than others. Integrating and incorporating
appropriate landscape planning methodologies into the project design is_the most effective
action that can be done to minimize surface and groundwater contamination from stormwater.
Approach
Landscape planning should couple consideration of land suitability for urban uses with
consideration of community goals and projected growth. Project plan designs should conserve
natural areas to the extent possible,maximize natural water storage and infiltration
opportunities, and protect slopes and channels:
Suitable Applications
Appropriate applications include residential, commercial and industrial areas planned for
development or redevelopment.
De§ign Considerations
Design requirements for site design and landscapes planning
should conform to applicable standards and specifications of
agencies with jurisdiction and be consistent with applicable
yGeneralPlanandLocalAreaPlanpolicies.
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January 2003 Califomia Stormwater BMP Handbook ' 1 of 4
New Development and Redevelop'ment .
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Exhibit A:Page 123 of 301
SD-10 Site Design & Landscape Planning
Designing New Installations
Begin the development of a plan for the landscape unit with attention to the following general
principles:
Formulate the plan on the basis of clearly articulated community goals. Carefully identify
conflicts and choices between retaining and protecting desired resouices and community
growth.
Map and assess land suitability for urban uses. Include the following landscape features in
the assessment: wooded land, open unwooded land, steep slopes,erosion=prone soils,
foundation suitability,soil suitability for waste disposal, aquifers,aqu'ifer.recharge areas,
wetlands,floodplains,surface waters,agricultural lands,and various'categories,of urban
land use. When appropriate,the assessment can highlight outstanding local or,regional .
resources that the community determines should be protected(e.g.,a s enic area,
recreational area,threatened species habitat,farmland,fish run). Mapping and assessment
should recognize not only these resources but also additional areas needed for their
sustenance.
Project plan designs should conserve natural areas to the e rtent possible,,maximize natural
water storage and infiltration opportunities,and protect slopes and chanriels:. •
Conserve Natural Areas during Landsca e Planning
If applicable,the following items are required and must be implemented 'in the:site layout . :
during the subdivision design and approval process,consistent with applicable General Plan and
Local Area Plan policies:
Cluster development on least-sensitive portions of a site while leaving the remaining land in
a natural undisturbed condition.
Limit clearing and grading of native vegetation at a site to the min'imum amount needed to
build lots,allow access, and provide fire protection.
Maximize trees and other vegetation at each site by planting additional vegetation,clustering
tree areas,and promoting the use of native and/or drought tolerant plants.
Promote natural vegetation by using parking lot islands and other landscaped areas.
Preserve riparian areas and wetlands.
Maximize Natural Water Storage and Infiltration Opportunities Within the Landscdpe Unit
Promote the conservation of forest cover. Building on land that is already deforested affects
basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces
interception storage, detention in the organic forest floor layer, and water losses by
evapotranspiration,resulting in large peak runoff increases and either their negative effects
or the expense of countering them with structural solutions.
Maintain natural storage reservoirs and drainage corridors,including depressions,areas of
permeable soils,swales, and intermittent streams. Develop and implement policies and
2 of 4 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
www.q i p 2 100
Exhibit A:Page 124 of 301
Site Design & Landscape Planning SD-10
regulations to discourage the clearing,filling,and channelization of these features. Utilize
them in drainage networks in preference to pipes,culverts, and engineered ditches.
Evaluating infiltration opportunities by referring to the stormwater management manual for
the jurisdiction and pay particular attention to the selection criteria for avoiding
groundwater contamination,poor soils, and hydrogeological conditions that cause these
facilities to fail. If necessary,locate deveIopments with large amounts of impervious
surfaces or a potential to produce relatively contaminated runoff away from groundwater
recharge areas.
Protection of Slopes and Channels during Landscape Design
Convey runoff safely from the tops of slopes.
Avoid disturbing steep or unstable slopes.
Avoid disturbing natural channels.
Stabilize disturbed slopes as quickly as possible.
Vegetate slopes with native or.drought tolerant vegetation.
Control and treat flows in landscaping and/or other controls prior to reaching existing
natural drainage systems.
Stabilize temporary and permanent channel crossings as quickly as possible, and ensure that
increases in run-off velocity and frequency caused by the project do not erode the channel.
Install energy dissipaters,such.as riprap,at the outlets of new storm drains,culverts,
conduits,or channels that enter unlined channels in accordance with applicable
specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to
minimize impacts to receiving waters.
Line on-site conveyance channels where appropriate,to reduce erosion caused by increased
flow velocity due to increases in tributary impexvious area. The first hoice for linings
should be grass or some other vegetative surface,since these materials not only reduce
runoff velocities,but also provide water quality benefits from filtration and infiltration. If
velocities in the channel are high enough to erode grass or other vegetative linings,riprap,
concrete,soil cement,or geo-grid stabilization are other alternatives.
Consider other design principles that are comparable and equally effective.
Redeveloping Existing InstaIlations
Various jurisdictional stormwater management and mitigation plans (SUSMP,WQMP, etc.)
define"redevelopment"in terms of amounts of additional impervious area, increases in gross
floor area and/or exterior construction, and land disturbing activities with structural or
impervious surfaces. The definition of"redevelopment"must be consulted to determine
whether or not the requirements for new development apply to areas intended for
redevelopment. If the definition applies,the steps outlined under"designing new installations"
above should be followed.
January 2003 California Stormwater BMP Handbook 3 of 4
New Development and Redevelopment
R w oj e b pf Pe s.com
Exhibit A:Page 125 of 301
SD-10 Site Design & Landscape Planning
Redevelopment may present significant opportunity to add features which had not previously
been implemented. Examples include incorporation of depressions, areas of permeable soils,
and swales in newly redeveloped areas. While some site constraints may exist due to the status
of already existing infrastructure,opportunities should not be missed to m imize infiltration,
slow runoff,reduce impervious areas,disconnect directly connected impervious areas.
Other Resources
A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP), Los Angeles County
Department of Public Works,May 2002.
Stormwater Management Manual for Western Washington,Washington State Department of
Ecology,August 2001.
Model Standard Urban Storm Water Mitigation Plan(SUSMP)for San Diego County, Port of
San Diego,and Cities in San Diego County,February 14, 2002.
Model Water Quality Management Plan(WQMP)for County of Orange,Orange County Flood
Control District, and the Incorporated Cities of Orange County, Draft February 2003.
Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures,
July 2002.
4 of 4 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
www.q r p 2 t,t''102
Exhibit A:Page 126 of 301
torm Drain Signage SD- 13
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3, ,. : Design Objectives
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i Maximize Infiltration
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Provide Retention
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Slow Runoffr,
Minimize Impervious Land
Coverage
y 0 Prohibit Dumping of Improper
Materials
Contain Pollutants
Collect and Convey
Description
Waste materials dumped into storm drain inlets can have severe impacts on receiving and
ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can
prevent waste dumping. Storm drain signs and stencils are highly visible source controls that
are typically placed directly adjacent to storm drain inlets.
Approach
The stencil or affixed sign contains a brief statement that prohibits dumping of improper
materials into the urban runoff conveyance system. Storm drain messages have become a
popular method of alerting the public about the effects of and the prohibitions against waste
disposal.
Suitable Applications
Stencils and signs alert the public to the destination of pollutants discharged to the storm drain.
Signs are appropriate in residential, commercial,and industrial areas,as well as any other area
where contributions or dumping to storm drains is likely.
Design Considerations
Storm drain message markers or placards are recommended at all storm drain inlets within the
boundary of a development project. The marker should be placed in clear sight facing toward
anyone approaching the inlet from either side. All storm drain inlet locations should be
identified on the development site map.
Designing New Installateons
The following methods should be considered for inclusion in the
project design and show on project plans:
Provide stenciling or labeling of all storm drain inlets and
catch basins, constructed or modified,within the project area
with prohibitive language. Examples include"NO DUMPING
a ueoa n sroarom nrnc
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January 2003 California Stormwater BMP Handbook 1 of 2
New Development and Redevelopment
R vo,.c b I,b B s.co m
Exhibit A:Page 127 of 301
SD-13 Storr Drain Signage
a,. :....,....'
DRAINS TO OCEAN"and/or other graphical icons to discourage illegal dumping.
Post signs with prohibitive language and/or graphical icons,which prohibit illegal dumping
at public access points along channels and creeks within the project area.
Note-Some local agencies have approved specific signage and/or storm drain message placards
for use. Consult local agency stormwater staff to determine specific requirements for placard
types and methods of application.
Redeveloping Existing Instailations
Various jurisdictional stormwater management and mitigation plans(SUSMP,WQMP,etc.)
define"redevelopment"in terms of amounts of additional impervious area,increases in gross
floor area and/or exterior construction,and land disturbing activities with structural or
impervious surfaces. If the project meets the definition of"redevelopment",then the ,
requirements stated under"designing new installations"above should be included in all project
design plans.
Additional Information
Maintenance Considerations
Legibility of markers and signs should be maintained. If required by the agency with
jurisdiction over the project,the owner/operator or homeowner's association should enter
into a maintenance agreement with the agency or record a deed restriction upon the
property title to maintain the legibility of placards or signs.
Placement
Signage on top of curbs tends to weather and fade.
Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms.
SupplementalInformation
Examples
Most MS4 programs have storm drain signage programs. Some MS4 programs will provide
stencils,or arrange for volunteers to stencil storm drains as part of their outreach program.
Other Resources
A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP),Los Angeles County
Department of Public Works,May 2002.
Model Standard Urban Storm Water Mitigation Plan(SUSMP)for San Diego County, Port of
San Diego, and Cities in San Diego County,February i4, 2002.
Model Water Quality Management Plan_(WQMP)for County of Orange, Orange County Flood
Control District, and the Incorporated Cities of Orange County, Draft February 2003.
Ventura Countywide Techriical Guidance Manual for Stormwater Quality Control Measures,
July 2002.
2'of 2 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
www.q i'TD A2,104
Exhibit A:Page 128 of 301
Trash Storage Areas SD-32
Design Objectives
Description
Trash storage areas are areas where a trash receptacle(s)are Maximize Infiltration
located for use as a'repository for solid wastes. Stormwater Provide Retention
runoff from areas where trash is stored or disposed of can be Slow Runoff
polluted. In addition,loose trash arid debris can be easily
transported by water or wind into nearby storm drain inlets,Minimize Impervious Land
channels,and/or creeks. Waste handling operations that may be Coverage
sources of stormwater pollution include dumpsters,litter control, Prohibit Dumping of Improper
and waste piles.
Materials
Q Contain Pollutants
ApproaCh
Collect and Convey
This fact sheet contains details on the specific measures required
to prevent or reduce pollutants in stormwater runoff associated
with trash storage and handlirig. Preventative measures
incluiiing enclosures, containment structures, and impervious
pavements to mitigate spills,should be used to reduce the
likelihood of contamination.
Suitable Applications
Appropriate applications include residential, commercial and industrial areas planned for
development or redevelopment. (Detached residential single-family homes are typically
excluded from this requirement.)
Design Considerations
Design requirements for waste handling areas are governed by Building and Fire Codes,and by
current local agency ordinances and zoning requirements. The design criteria described iri this
fact sheet are meant to enhance and be consistent with these code and ordinance requirements.
Hazardous waste sliould be handled in accordance with legal requirements established in Title
22, California Code of Regulation.
Wastes from commercial and industrial sites are typically hauled by either public or commercial
carriers that may have design or access requirements for waste storage areas. The design
criteria in this fact sheet aie recommendations and are not intended to be in conflict with
requirements established by the waste hauler. The waste hauler should be contacted prior to the
design of your site trash collection areas. Conflicts or issues should be discussed with the local
agency.
Designing New Installations
Trash storage areas should be designed to consider the following structural or treatment control
BMPs:
Design trash container areas so that drainage from adjoining '
roofs and pavement is diverted around the area(s)to avoid
run-on: This might include berming or grading the waste
handling area to prevent run-on of stormwater.
Make sure trash container areas are screened or walled to
prevent off-site transport of trash.
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January Z003 California Stormwater BMP,Handbook 1 of 2
New Development and Redevelopment
RF'f3"''Ni-bT?P s.com
Exhibit A:Page 129 of 301
SD-32 Trash Storage Areas
Use lined bins or dumpsters to reduce leaking of liquid waste.
Provide roofs,awnings,or attached lids on all trash containers to minimize direct
precipitation and prevent rainfall from entering containers.
Pave trash storage areas with an impervious surface to mitigate spills.
Do not locate storm drains in immediate vicinity of the trash storage area.
Post signs on all dumpsters informing users that hazardous materials are not to be disposed
of therein.
Redeveloping Existing Installations
Various jurisdictional stormwater management and mitigation plans(SUSMP,WQMP, etc.)
define"redevelopment"in terms of amounts of additional impervious area,increases in gross
floor area and/or exterior construction,and land disturbing activities with structural or
impervious surfaces. The definition of"redevelopment"must be consulted to defermine
whether or not the requirements for new development apply to areas intended for
redevelopment. If the de nition applies,the steps outlined under"designing new installations"
above should be followed.
Additional Information
Maintenance Considerations
The integrity of structural elements that are subject to damage(i.e.,screens,covers,and signs)
must be maintained by the owner/operator. Maintenance agreements between the locaT agency
and the owner/operator may be required. Some agencies will require maintenance deed
restrictions to be recorded of the property title. If required by the local agency,maintenance
agreements or deed restrictions must be executed by the owner/operator before improvement
plans are approved.
Other Resources
A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP), Los Angeles County.
Department of Public Works,May 2002.
Model Standard Urban Storm Water Mitigation Plan(SUSMP)for San Diego County, Port of
San Diego, and Cities in San Diego County,February i4, 2002.
Model Water Quality Management Plan(WQMP)for County of Orange,Orange County Flood
Control District, and the Incorporated Cities of Orange County, Draft February 2003.
Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures,
July 2002.
2 of 2 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
www.q''B p 2 T106
Exhibit A:Page 130 of 301
Drain Inserts MP-52
Design Considerations
Description
Drain inserts are manufactured filters or fabric placed in a drop Use with other BMPs
inlet to remove sediment and debris. There are a multitude of Fit and Seal Capacity within Inlet
inserts of various shapes and configurations,typically falling into
one of three different groups: socks,boxes, and trays. The sock
consists of a fabric,usually constructed of polypropylene. The
fabric may be attached to a frame or the grate of the inlet holds
the sock. Socks are meant for vertical(drop)inlets. Boxes are
constructed of plastic or wire mesh. Typically a polypropylene
bag"is placed in the wire mesh box. The bag takes the form of
the box. Most box products are one box;that is,the setting area
and filtration through media occur in the same box. Some
products consist of one or more trays or mesh grates. The trays
may hold different types of inedia. Filtration media vary by
manufacturer. Types include polypropylene,porous polymer,
treated cellulose;and activated carbon.
California Experience
Targeted Constituents
The number of installations is unknown but likely exceeds a Q Sediment
thousand. Some users have reported that these systems require C1 Nutrients
considerable maintenance to prevent plugging and bypass. 0 Trash
Q Metals
Advantages Bacteria
Does not require additional space as inserts as the drain p Oil and Grease
inlets are already a component of the standard drainage p Organics
systems.
Removal Effectiveness
Easy access for inspection and maintenance.
See New Development and
Redevelopment Handbook-Section 5.
As there is no standing water,there is little concern for
mosquito breeding.
A relatively inexpensive retrofit option.
Limitations
Performance is likely significantly less than treatment systems '
that are located at the end of the drainage system such as ponds
and vaults. Usually not suitable for large areas or areas with
trash or leaves than can plug the insert.
Design and Sizing Guidelines
Refer to manufacturer's guidelines. Drain inserts come any
many configurations but can be placed into three general.groups:
socks,boxes, and trays. The sock consists of a fabric,usually
constructed of polypropylene. The fabric may be attached to a
f
frame or the grate of the inlet holds the sock. Socks are meant
for vertical(drop)inlets. Boxes are constructed of plastic or wire
mesh. Typically a polypropylene"bag"is placed in the wire mesh
box. The bag takes the form of the box. Most box products are
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January 2003 California Stormwater BMP Handbook 1 of 3
New Development and Redevelopment
R w j e b f Pe+s.com
Exhibit A:Page 131 of 301
MP-52 Drain Inserts
one box;that is,the setting area and filtration through media occurs in the same box. One
manufacturer has a double-box. Stormwater enters the first box where setting occurs. The
stormwater flows into the second box where the filter media is located. Some products consist
of one or more trays or mesh grates: The trays can hold different types of inedia. Filtration
inedia vary with the manufacturer:types include polypropylene,porous polymer,treated
cellulose,and activated carbon.
Construction/Inspection Considerations
Be certain that installation is done in a manner that makes certain that the stormwater enters
the unit and does not leak around the perimeter. Leakage between the frame of the insert and
the frame of the drain inlet can easily occur with vertical(drop)inlets.
Performance
Few products have performance data collected under field conditions.
Siting Criteria
It is recommended that inserts be used only for-retrofit situations or as pretreatment where
other treatment BMPs presented in this section area used.
Additional Design Guidelines
Follow guidelines provided by individual manufacturers.
Maintenance
Likely require frequent maintenance,on the order of several times per year.
Cost
The initial cost of individual inserts ranges from less than $ioo to about$2,000. The cost of
using multiple units in curb inlet drains varies with the size of the inlet.
The low cost of inserts may tend to favor the use of these systems over other,more effective
treatment BMPs. However,the low cost of each unit may be offset by the number of units
that are required,more frequent maintenance,and the shorter structural life(and therefore
replacement).
References and Sources of Additional Information
Hrachovec, R.,and G.Minton, 2ooi,Field testing of a sock-type catch basin insert,Planet.CPR,
Seattle,Washington
Interagency Catch Basin Insert Committee,Evaluation of Commercially-Available Catch Basin
Inserts for the Treatment of Stormwater Runoff from Developed Sites, i995
Larry Walker Associates,June i998,NDMP Inlet/In-Line Control Measure Study Report
Manufacturers literature
Santa Monica(City),Santa Monica Bay Municipal Stormwater/Urban Runoff Project-
Evaluation of Potential Catch basin Retrofits,Woodward Clyde,September 24, 1998
2 of 3 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
www.q''p 2 bP.S'`£t,T108
Exhibit A:Page 132 of 301
Drain Inserts MP 52
Woodward Clyde,June ii, 1996, Parking Lot Monitoring Report, Santa Clara Valley Nonpoint
Source Pollution Control Program.
January 2003 California Stormwater BMP Handbook 3 of 3
New Development and Redevelopment
R w aj e b p Pe s.com
op o \ Exhibit A:Page 133 of 301
a,
H a n d y P a r k: P a r k i n g Lo t a n d P r ef a b r i cat e d
Building Improvement Project
bF"s,r-','
Priority Public Project WQMP
Appendix C: BMP Details
RFB 20-21.13:Page 110
Exhibit A:Page 134 of 301
TECHNICAL GUIDANCE DOCUMENT APPENDICES
INF-7:Underground Infiltration
r
Underground infiltration is a vault or chamber with an open Infiltration vault
bottom that used to store runoff and percolate into the Rechar e vault
subsurface. A number of vendors offer proprietary
infiltration products that allow for similar or enhanced rates „ j
of infiltration and subsurface storage while offering durable j
prefrabricated structures. There are many varieties of i
proprietary infiltration BMPs that can be used for roads and +
parking lots, parks and open spaces, single and multi-family fi
zrk:,
residential,or mixed-use and commercial uses. i ,^.K,
A_....._..___'__-" ___• ___...__ _ .__..__.e_,... ..__._
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Feasibility Screening Considerations Underground Infiltration
Infiltration bains shall pass infeasible screening criteria to Source:http://www.contech-cpi.com
be considered for use.
Underground infiltration galleries pose a potential risk of groundwater contamination;
pretreatment should be used.
Opportunity Criteria I
Soils are adequate for infiltration or can be amended to provide an adequate infiltration rate.
Appropriate for sites with limited surface space.
Can be placed beneath roads, parking lots, parks, and athletic fields.
Potential for groundwater contamination can be mitigated through isolation of pollutant sources,
pretreatment of inflow, and/or demonstration of adequate treatment capacity of underlying soils.
Infiltration is into native soil, or depth of engineered fill is<_5 feet from the bottom of the facility to
native material and infiltration into fill is approved by a geotechnical professional.
Tributary area land uses include mixed-use and commercial, sngle-family and multi-family, roads
and parking lots, and parks and open spaces. High pollutant land uses should not be tributary to
infiltration BMPs.
OC-Specific Design Criteria and Considerations
Placement of BMPs should observe geotechnical recommendations with respect to geological
hazards (e.g. landslides, liquefaction zones, erosion, etc.) and set-backs (e.g., foundations,
utilities, roadways, etc.)
Minimum separation to mounded seasonally high groundwater of 10 feet shall be observed.
Minimum pretreatment should be provided upstream of the infiltration facility, and water
bypassing pretreatment should not be directed to the facility.
Underground infiltration should not be used for drainage areas with high sediment production
potential unless preceded by full treatment control with a BMP effective for sediment removal.
Design infiltration rate should be determined as described in Appendix VII.
Inspection ports or similar design features shall be provided to verify continued system
performance and identify need for major maintenance.
XIV-43 December 20,2013
RFB 20-21.13:Page 111
Exhibit A:Page 135 of 301
TECHNICAL GUIDANCE DOCUMENT APPENDICES
For infiltration facilities beneath roads and parking areas, structural requirements should meet
H-20 load requirements.
r____._____.___.
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Computing Underground/nfiltration Device Size, .
Underground infiltration devices vary by design and by proprietary designs.The sizing method selected
for use must be based on the BMP type it most strongly resembles.
For underground infiltration devices with open pore volume(e.g., vaults, crates, pipe.sections,
etc), sizing will be most similar to infiltration basins.
For underground infiltration devices with pore space (e.g., aggregate reservoirs), sizing will be
most similar to permeable pavement.
Additional References for Design Guidance
W
i
Los Angeles Unified School District(LAUSD)Stormwater Technical Manual, Chapter 5:
h://www.laschools.org/employee/design/fs-studies-and-.
reports/download/white paper_report materia]/Storm_Water_Technical_Manual 2009-t-
red.pdf?version_id=76975850
XIV-44 December 20,2013
RFB 20-21.13:Page 112
Exhibit A:Page 136 of 301
Project: REVO-HANDY PARK-S188728
Chamber Model- MC-4500.
ormTech
Units- -Impedal. a u Herer«Mem A..•noJ L
NumberofChambers- 20
Numberof End Caps- 4 - .
Voids in the stone(porosity)- 40 ,..%
Base of Stone Elevation- 250.A2 ;:ft
Amount of Slone Above Chambers- q2
O incwde verime r SMneln Uta atloas
in
Amount of Stone Below Chambers- 9 in
Area of system- 1010-':" sf Min.Area- 867 st min.area
Heigfitbf Incremental Single... lncremental Incrementat Incremental ' Incremental bciemental Ch; Cumulafrve .
System Chamber : Single End Cap .Cham6ers .End Cap - , Stone- EC and Stone ,System Elevation
inches .. cubic.feet cubrc:Ieet 'cubfclaet)- . ca6icfeet' , cubicfset cobicfeat cubiafeet feet.
87 0.00 0.00 0.00 0.00 33.67 33.67 4099.99 257.17
80 0.00 0.00 0.00 0.00 33.67 33.67 4066.32 257.09
79 0.00 0.00 0.00 0.00 33.67 33.67 4032.65 257.00
78 0.00 0.00 0.00 0.00 33.67 33.67 3998.99 256.92
77 0.00 0.00 0.00 0.00 33.67 33.67 3965.32 256.84
76 0.00 0.00 0.00 0.00 33.67 33.67 3931.65 256.75
75 0.00 0.00 0.00 0.00 33.67 33.67 3897.99 256.67
74 0.00 0.00 0.00 0.00 33.67 33.67 3864.32 256.59
73 0.00 0.00 0.00 0.00 33.67 33.67 3830.65 256.50
72 0.00 0.00 0.00 0.00 33.67 33.67 3796.99 256.42
77 0.00 0.00 0.00 0.00 33.67 33.67 3763.32 256.34
70 0.00 0.00 0.00 0.00 33.67 33.67 3729.65 25625
69 0.04 0.01 0.82 0.05 33.32 34.19 3695.99 256.17
68 0.12 0.03 2.32 0.14 . 32.68 35.14 3661.80 256.09
67 0.16 0.05 3.29 021 32.27 35.77 3626.65 256.00
66 021 0.07 4.17 026 31.89 36.33 3590.69 255.92
65 027 0.08 5.37 0.33 31.39 37.09 3554.56 255.84
64 0.45 0.11 9.06 0.42 29.88 39.35 3517.47 255.75
63 0.67 0.13 13.31 0.53 28.13 41.97 3478.12 255.67
62 0.80 0.16 15.98 0.64 27.02 43.64 3436.15 255.59
67 0.91 0.19 16.16 0.75 26.10 45.02 3392.51 255.50
60 1.00 022 20.06 0.87 25.29 4623 3347.49 255.42
59 1.09 025 21.75 0.99 24.57 47.31 330127 255.34
58 1.16 028 2327 1.10 23.92 48.29 3253.96 25525
57 123 0.30 24.68 121 23.31 4920 3205.67 255.17
56 1.30 0.33 25.99 1.31 22.75 50.05 3156.47 255.09
55 1.36 0.35 2722 1.42 22.21 50.85 3106.42 255.00
54 1.42 0.38 28.37 1.53 21.70 ' 51.61 3055.57 254.92
53 1.47 0.41 29.47 1.64 2123 52.33 3003.96 254.84
52 1.53 0.44 30.50 1.76 20.76 53.03 2951.63 254.75
51 1.57 0.47 31.49 1.88 20.32 53.69 2898.60 254.67
50 1.62 0.50 32.43 1.98 19.90 54.31 2844.92 254.59
49 1.67 0.52 33.32 2.08 19.50 54.91 2790.61 254.50
48 1.71 0.54 34.18 2.18 19.12 55.48 2735.70 254.42
47 1.75 0.57 35.00 227 18.76 56.03 268021 254.34
46 1.79 0.59 35.79 2.35 18.41 56.55 2624.19 25425
45 1.83 0.61 36.54 2.44 18.07 57.06 2567.63 254.17
44 1.86 0.63 3727 2.53 17.75 57.55 2510.58 254.09
43 1.90 0.64 37.97 2.57 17.45 57.99 2453.03 254.00
42 1.93 0.68 38.64 2.71 17.13 58.47 2395.04 253.92
41 1.96 0.70 39.28 2.80 16.83 58.92 2336.57 253.84
40 2.00 0.72 39.90 2.89 16.55 59.34 2277.65 253.75
39 2.03 0.74 40.50 2.97 1628 59.75 2218.31 253.67
38 2.05 0.76 41.08 . 3.06 16.01 60.15 2158.56 253.59
37 2.08 0.79 41.63 3.14 15.76 60.53 2098.4'I 253.50
36 2.11 0.60 42.16 321 15.52 60.89 2037.88 253.42
35 2.13 0.62 42.68 328 1528 6124 1976.99 253.34
34 2.16 0.84 43.17 3.35 15.06 61.58 1915.75 253.25
33 2.18 0.85 43.65 3.41 14.84 61.90 1854.17 253.17
32 2.21 0.86 44.11 3.44 14.65 6220 1792.27 253.09
31 2.23 0.89 44.55 3.56 14.42 62.53 1730.07 253.00
30 2.25 0.90 44.98 3.62 1423 62.82 1667.54 252.92
29 227 0.92 45.39 3.67 14.04 63.10 1604.72 252.84
28 229 0:92 45.78 3.68 13.88 63.34 1541.62 252.75
27 2.31 0.94 46.16 3.77 13.69 63.63 147827 252.67
26 2.33 0.96 46.52 3.83 13.53 63.87 1414.65 252.59
25 2.34 0.97 46.87 3.87 13.37 64.11 1350.78 252.50
24 2.36 0.98 47.20 3.93 1322 64.34 1286.66 252.42
23 2.38 0.97 47.52 3.88 13.11 64.51 1222.32 252.34
22 2.39 1.00 47.82 4.01 12.93 64.77 1157.82 25225
21 2.41 1.01 48.11 4.04 12.81 64.96 1093.05 252.17
20 2.42 1.02 48.39 4.08 12.68 65.15 1028.09 252.09
19 2.43 1.03 48.65 4.12 12.56 65.33 962.95 252.00
18 2.44 1.04 48.90 4.15 12.45 65.50 897.62 251.92
17 2.46 1.05 49.13 4.19 12.34 65.66 832.12 251.84
i 6 2.47 1.05 49.36 422 1224 65.81 766.46 251.75
75 2.48 1.05 49.57 420 12.16 65.93 700.65 251.67
14 2.49 I.O6 49.77 423 12.07 66.06 634.72 251.59
73 2.50 1.08 49.95 4.30 11.96 66.22 568.66 251.50
12 2.51 1.08 50.13 4.33 11.88 66.34 502.44 251.42
11 2.51 1.09 50.29 4.35 11.81 - 66.45 . 436.10 251.34
10 2.53 1.17 50.54 4.43 11.68 66.65 369.65 25125
9 0.00 0.00 0.00 0.00 33.67 33.67 303.00 251.17
B 0.00 0.00 0.00 0.00 33.67 33.67 269.33 251.09
7 0.00 0.00 0.00 0.00 . 33.67 33.67 235.67 251.00
6 0.00 0.00 0.00 0.00 33.67 33.67 202.00 250.92
5 0.00 0,00 0.00 0.00 33.67 33.67 168.33 250.84
4 0.00 0.00 0.00 0.00 33.67 33.67 134.67 250.75
3 0.00 0.00 0.00 0.00 33.67 33.67 101.00 250.67
2 0.00 0.00 .0.00 0.00 33.67 33.67 67.33 250.59
1 0.00 0.00 0.00 0.00 33.67 33.67 33.67 250.50
RFB 20-21.13:Page 113
PROJECT INFORMATION
S 6f ASS/ST. Qi QENGINEERED'- TRAVIS ANTONISSEN
PRODUCT 949-237-8866 ea pp gg.
MANAGER: TRAVIS.ANTONISSEN@ADS-PIPE.COM FOR STORMTECH
ALLAN WARBRICK INSTRUCTIONS, a ADS SALES REP: 760330-0746 DOWNLOAD THE
ALLAN.WARBRICK@ADS-PIPE.COM INSTALLATION APP
PROJECTNO: S188726
ADVANCED DRAINAGE SYSTEMS, INC.
HAN DY PARK PARKI N G LOT
ORANGE, CA
IVIC-4500 STORAIITECH CHA IIBER SPECIFICATIONS IMPORTANT-NOTES FOR THE BIDDING AND_INSTALLATION OF_MC-4500 CHAMBER SYSTEM
1. GHAMBERS SHALL BE S70RMTECH MC-4500.
1. STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A
PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. CHAMBERS SHALL BE ARCH-SHAPED ANO SHALL BE MANUFACTURED FROM VIRGIN,IMPACT-MODIFIED POLYPROPVLENE 2. STORMTECH MC4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC3500/MC-0500 CONSTRUCTION GUIDE".
COPOLYMERS.
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS.
3. CHAMBERS SHALL MEET THE REOUIREMENTS OF ASTM F2418-16a,°STANDARD SPECIFICATION FOR POLYPROPYLENE(PP) STORMTECH RECOMMENDS 3 BACKFILL METHODS:
CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'CHAMBER CLASSIFICATION 60x101. STONESHOOTER LOCATED OFF THE CHAMBER BED.
BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.
IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.
4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. THE STRUCTURAL DESIGN OF THE CHAMBERS,THE STRUCTURAL BACKFILL,AND THE INSTALLATION RE UIREMENTS SHALL ENSURE
THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRI GE DESIGN SPECIFICATIONS,SECTION 12.72,ARE MET FOR:1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.
LONG-DURATION OEAD LOADS AND 2)SHORT-DUR4TION LIVE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION
FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM-9"(230 mm)SPACING BEiWEEN THE CHAMBER ROWS.
6. CHAMBERS SHALL BE DESIGNED,TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12°(300 mm)INTO CHAMBER END CAPS.
STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF#3LOADCONFIGURATIONSSHALLINCLUDE:1)INSTANTANEOUS(<t MIN)AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)
OR#4.
MAXIMUM PERMANENT(7SYR)COVER LOAD AND 3)ALLOWABLE COVER WITH PARKED(7-WEEK)AASHTO DESIGN TRUCK.
7. RE UIREMENTS FOR HANDLING AND INSTALLATION:
9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE.STONE DEPTHS SHOULD NEVER
TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING
DIFFER BY MORE THAN 12'(300 mm)BETWEEN ADJACENT CHAMBER ROWS.
STACKING LUGS.10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PL4CE AND PRESERVE ROW SPACING.
TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL,THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS
THAN 3°. - 11. THE CONTRACTOR MUST REPORT ANY DISCREPANGES WITH CHAMBER FOUNDATION MATERIAL BEARMG CAPAGTIES TO THE SITE DESIGN
TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT AS DEFINED IN ENGINEER.
SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN.AND b)TO RESIST CHAMBER DEFORMATION
DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73°F/23°C),CHAMBERS SHALL BE PRODUCED FROM 12. ADS RECOMMENDS THE USE OF'FLEXSTORM CATCH IT"INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE
REFLECTIVE GOLD OR YELLOW COLORS. STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
8. ONLYCHAMBERSTHATAREAPPROVEDBYTHESITE ESIGNENGINEERWILLBEAILOWED.UPONREQUESTBYTHESITEDESIGN NOTESFORCONSTRUCTIONEQUIPMENT
ENGINEER OR OWNER,THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE
DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: 1. STORMTECH MC-0500 CHAMBERS SHALL BE INSTALLEO IN ACCORDANCE WITH THE'STORMTECH MC-3500fMC-4500 CONSTRUCTION GUIDE'.
THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.
THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFEN FACTORS ARE GREATER THAN OR EQUAL TO 7.95 FOR 2. THE 11SE OF EQUIPMENT OVER MC-0500 CHAMBERS IS LIMITED:
DEAD LOAD AND 1.75 FOR LIVE LOAD,THE MINIMUM REQUIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO NO E UIPMENT IS ALLOWED ON BARE CHAMBERS.
LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPL4STIC PIPE. NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED t1NTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE
THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN WITH THE"STORMTECH MC-35001MCA500 CONSTRUCTION GUIDE'.
EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE'STORMTECH MG3500IMC-4500 CONSTRUCTION GUIDE'.
9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITV. 3. FULL 36"(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.
USE OF A-DOZER TO PUSH EMBEOMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE
BACKFILL METHOO.ANY CHAMBERS DAMAGED BY USING THE"DUMP AND PUSH"METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD
WARRANTY.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.
3aos.hc. itFB 20-21.13:Page 114
PROPOSEDLAYOUT NOTES
20 STORMTECH MC-4500 CHAMBERS MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER.SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING
4 STORMTECH MC-45 0 END CAPS GUIDANCE. J
12 STONE ABOVE(in)DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS,IT MAY BE N z t
9 STONE BELOW(in) NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. Z o =
40 .%STONE VOID THIS CHAMBER SVSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMA710N ON SOIL CONDITIONS OR BEARING Y Q Y
4100 INS7ALLED SYSTEM VOLUME(CF)(PERIMETER STONE INCLUDED) CAPACITV.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILIN OF THE SOIL AND w FPROVIDINGTHEBEARINGCAPACINOFTHEINSITUSOILS.THE BASE STONE DEPTH MAV BE INCREASED OR DECREASED1010 .SYSTEM AREA(ft')a W
143 I SYSTEM PERIMETER(ft)
ONCE THIS INFORMATION IS PROVIDED.
Z `
a
PROPOSED ELEVR TIONS o m g
263.17 MAXIMUM ALLOWABLE GRADE(TOP OF PAVEMENT/UNPAVED) d
258.67 MINIMUM ALLOWABLE GRADE(UNPAVED WITH TRAFFIC)
258.17 MINIMUM ALLOWABLE GRADE(UNPAVED NO TRAFFIC) o
258.17 MINIMUM ALLOWABLE GRADE(BASE OF FLEXIBLE PAVEMENT) Q W 258.17 MINIMUM ALLOWABLE GRADE(TOP OF RIGID PAVEMENT) j
257.17 TOP OF STONE Q ¢
256.17 70P OF MC-4500 CHAMBER
a
254.14 12'TOP MANIFOLD INVERT
251.36 24'ISOLATOR ROW CONNECTION INVERT
251.17 BOTTOM OF MC-0500 CHAMBER
250.42 BOTTOMOFSTONE w
a
6
wF
Og
W O'"
24'PARTIAL CUT END CAP,PART#MC45001EPP24B OR MC45001EPP24BW p gNPOFALLMG450024'BOTTOM CONNECTIONS AND ISOLATOR ROWS
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INSPECTION PORT ISOLATOR ROW s g u -'
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I MAXIMUM INLET FLOW 24 CFS S -r
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INVERT 35.69'ABOVE CHAMBER BASE o
SEE NOTES) N o z
mm F
PLACE MINIMUM 17.5'OF ADS GEOSYNTHETICS 315YJTM WOVEN 3
GEOTEXTILE OVER BEDDING STONE ANO UNDERNEATH CHAMBER FEET w
O o
FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS o w
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RFB 20-21.13:Page I 15 F
ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS o
m =
AASHTO MATERIALMATERIALLOCATIONDESCRIPTION COMPACTION/DENSITY REQUIREMENT
CLASSIFICATIONS 3
FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS FROM THE
PREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED a W _
70P OF THE'C'LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIUROCK MATERIALS,NA71VE SOILS,OR PER ENGINEER'S PLANS. a o
PAVEMENT OR UNPAVED FINISHED GRADE ABOVE.NOTE THAT CHECK PLANS FOR PAVEMENT SUBGF2ADE REQUIREMENTS.
N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PAVEMENT SUBBASE MAY BE PART OF THE'D'LAYER PREPARATION REQUIREMENTS. Q a
a a
AASHTO M745' a °
INITIAL FILL:FILL MATERIAL FOR LAYER'C'STARTS FROM THE
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES,<35%FINES OR A-1,A-2,A3 BEGIN COMPACTIONS AFTER 24°(600 mm)OF MA7ERIAL OVER } N
TOP OF THE EMBEDMENT STONE('B'LAYER)TO 24'(600 mmJ
PROCESSED AGGREGATE. THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN p
o
C OR 12"(300 mm)MAX LIFfS TO A MIN.95%PROCTOR DENSIT/FOR Z r
ABOVE THE TOP OF THE CHAMBER.NOTE THAT PAVEMENT
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95%RELATIVE DENSITY FOR a w SUBBASE MAV BE A PART OF THE'C'LAYER.
LAYER. FWSHTO M43' PROCESSED AGGREGATE MATERIALS. r O
3,357,4,467.5,56,57,6,67,68,7,78,8,89,9,70 0 a
EMBEDMEN7 S70NE:FILL SURROUNDING THE CHAMBERS
AASHTO M43' e FROM THE FOUNDATION STONE('A'LAYER)TO THE'C'LAYER CLEAN,CRUSHED,ANGULAR STONE
3 4
NO COMPACTION REQUIRED.
ABOVE.
FOUNDATION STONE:FILL BELOW CHAMBERS FROM THE AASHTO M43'
p,p,7E COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE•
W
A CLEAN,CRUSHED,ANGULARSTONESUBGR4DEUPTOTHEFOOT(BOTTOM)OF THE CHAMBER.3,4
PLEASE NOTE:a
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUSTALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR#4 STONE WOULD STATE:'CLEAN,CRUSHED,ANGULAR NO.4(AASHTO M43)STONE'.
2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR'A'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9'(230 mm)(MAX)LIFTS 11SING TNO Fl1LL COVERAGES WITH A VIBRATORY COMPACTOR.a
3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BV COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR ORAGGING WITHOUT COMPACTION E UIPMENT.FOR SPECIAL LOA DESIGNS,CONTACT STORMTECH FOR r a
COMPACTION REOUIREMENTS. w4. ONCE LP,YER'C'IS PLACED,ANY SOILIMATERIAL CAN BE PLACED IN LAYER''UP TO THE FINISHED GRADE.MOST PAVEMENT SUBeASE SOILS CAN eE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C'OR'D'ATTHE SITE DESIGN ENGINEER'S DISCRETION.w F
a
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND a 5
CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS PAVEMENT LAYER(DESIGNED
BY SITE DESIGN ENGINEER)
p nom ew Pave aave 7.0'
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PERIMETERSTONE '
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EXCAVATION WALL =
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Y 7 60"THIS CROSS SECTION DETAIL REPRESENTS o
CAN BE SLOPED OR VERTICAL)n> (
I
1524 mm)
MINIMUM REQUIREMENTS FOR INSTALLATION. a
PLEASE SEE THE LAYOUT SHEET(S)FOR e
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I. I PROJECT SPECIFIC REOUIREMENTS. i ^' Q§
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a
9 A r.,`':
ri, — 4
i.Ili 'It.il - l it ,II li If i' 1 i i '—i i ?!I ' —DEPTHOFSTONETOBEDETERMINED i $ W
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i. "- 1j ,:=ii a T r J * i _T' . ' T ._$ .. BY SITE DESIGN ENGINEER 9'(230 mm)MIN
12"(300mm)MIN-9. s=
MC-4500— SUBGRADE SOILS J 230 mm)MIN
iQ0'(2540 mm) 12'(300 mm)MIN
END CAP . SEE NOTE 3)
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NOTES: m=
7. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-t6a,'STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMVJATER COLLECTION CHAMBERS'CHAMBER GLASSIFICATION 60x101,
2. MC 500 CHAMBERS SHALL BE OESIGNEO IN ACCORDANCE WITH ASTM F2787°STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS°. o
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION c
FOR THE RANGE 06 EXPECTED SOIL MOISTl1RE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. y `
5. REQUIREMENTS FOR HAN LING AND INSTALLATION:
TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING STACKING LUGS. o
TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL,THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'.
TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR E UAL TO 500 LBS/I WIN.
AND bj TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73°F/23'C),CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. SHEET (
RFB 20-21.13:Page 116 F "
F.
O
COVER PIPE CONNECTION TO END CAP WITH ADS OPTIONAL INSPECTION PORT J
z GEOSYNTHE7ICS 601T NON-WOVEN GEOTEXTILE MC-0500 CHAMBER - U'
MC-4500 END CAP Y Q Z w
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24'(600 mm)HDPEACCESS PIPE RE UIRED TWO LAYERS OFADS GEOSYNTHETICS 375WTM WOVEN a
USE FACTORY PARTIAL CUT END CAP PART#: GEOTEXTILE BENIEEN FOUNDATION STONE AND CHAMBERS
MC4500REPE248C OR MC4500REPE24BW 70.3'(3.1 m)MIN WIDE CONTINUOUS FAeRIC WITHOUT SEAMS g
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MC-4500 ISOLATOR ROW DETAIL
NTS as
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INSPECTION&MAINTENANCE
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CONCRETE COLLAR 18"(450 mm)MIN WIDTH E N
STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT pAVEMENT
CONCRETE COLLAR NOT REQUIRED pq y
A. INSPECTION PORTS(IF PRESENT)
FOR UNPAVED APPLICATIONS o 0
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2. REMOVE AN CLEAN FLEXSTORM FILTER IF INSTALLED I oA.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) g U`A.5. IF SEDIMENT IS AT,OR A60VE,3'(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3.
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B. ALL ISOLATOR ROWS CONCRETE SLAB L o<
8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW 8'(2Q0 mm)MIN THICKNESS i' \12'(300 mm)NYLOPLAST INLINE DRAIN y €
B2. U S I N G A F L A S H LI G HT,I N S P E C T D O W N T H E I S O L AT O R R O W T H R O U G H O U T L E T P I P E y.i y. '}w : B O D Y W/S O L I D H I N G E D C O V ER w a
i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY L"-'- £`> . PART#2772AGfiIP'
ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE y SOLID COVER:1299CGC
B.3. IF SEOIMEN7 IS AT,OR ABOVE,3"(80 mm)PROCEEO TO STEP 2.IF NOT,PROCEED TO STEP 3. - t,, ,', e o g
STEP 2) CLEAN OUT ISOLATOR ROW USING THE JENAC PROCE55. w
A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45'(1.1 m)OR MORE IS PREFERRED - 6'(150 mm)SDR35 PIPE j NB. APPLY MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATERIS CLEAN p
C. VACUUM STRUCTURE SUMP AS RE UIRED ,. MC-4500 CHAMBER Z F
STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. 6'(150 mm)INSERTA TEE,.. w O o
PART#6P26FBSTIP'3°
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORM7ECH SYSTEM. INSERTA TEE TO BE CENTERED IN
VALLEY OF CORRUGATIONS j
NOTES
THE PART#771YAG61PKR CAN BE o
USED TO ORDER ALL NECESSARV g w
COMPONENTSFORASOLIDLID t1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION:ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS INSPECTION PORT INSTALLATION
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. I E„ w
i._..t,,4P.}?.x:.:-.- .
2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. i?`,pN 1'r;, C
o0
MC 500 6"(150 mm)INSPECTION PORT DETAIL
NTS SHEET
RFB 20-21.13:Page 117 .. ' OF
MC-4500 TECHNICAL SPECIFICATION Q 5
NTS J y a
VALLEY C7 Z t
STIFFENING RIB CREST Z o i
LOWERJOINT WEB
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CORRUGATION
U 3 U ~
UPPERJOINT Q uj a =
CORRUGATION Y Z
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CREST m
STIFFENING m -
RIB d m
60.0' 61.0' }
N
1524 mm) 1549 mm)
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FOOT _
00.0'(2540 mm) 90.0'(2286 mm)
I
BUILD ROW M THIS
DIRECTION
32.8' a
48.3' 633 mmj
1227 mm)
52 INSTALLED W p
INSTALLED
1321 mm)
ho
NOMINAL CHAMBER SPECIFIGATIONS o
SIZE(W X H X INSTALLED LENGTH) 100.0'X 60.0'X 48.3' (2540 mm X 1524 mm X 1227 mm) v 5
CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m') 3MINIMUMINSTALLEDSTORAGE• 162.6 CUBIC FEET (4.60 m') w o
WEIGHT(NOMINAL) 125.OIbs. 56.7kg) o o$
NOMINAL ENO CAP SPECIFICATIONS 38.P I
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MC-SERIES END CAP INSERTION DETAIL SIZE(W X H X INSTALLED LENGTH)90.0'X 61.0'X 32.8' (2286 mm X 1599 mm X 833 mm) 965 mm) i' F
NTS END CAP STOR4GE 39.5 CUBIC FEET (7.12 m')
F
MINIMUM INSTALLED STORAGE' 115.3 CUBIC FEET (326 m'j a oWEIGHT(NOMINAL) 901bs. 40.Bkg) j Iy, G w
STORMTECH END CAP j` N H gASSUMES12'(305 mm)STONE ABOVE,9'(229 mm)STONE FOUNDATION AND BEiWEEN CHAMBERS, W €o
12'(305 mm)STONE PERIMETER IN FRONT OF END CAPS AND 40%STONE POROSITY.
72'(300 mm) g -
MIN SEPARATION PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B' a e U
PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T° y ' o't
12'(300 mm)MIN INSERTION ji.-
END CAPS WITH A PREFABRICATED WELDED STUB END WITH'1N' u
j/PART# STUB B C M s w
MC45001EPP06T 42.54°(1081mm)
B T g$ 5,
j 6'(150mm) Vj g
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MC45001EPPO6B 0.86'(22 mmj
MC45001EPP08T
8'(200 mm)
40.50'(1029 mmj
MANIFOLD HEADER- MC45001EPP088 1.01'(26 mm)
MC45001EPP10T
70'250 mm -
38.37'(975 mm) j N
MC45001EPP70B 1.33'(34 mm)m o
MC45001EPP72T
p•300 mm
35.69'(907 mm) Q=
MC45001EPP12B 1.55'(39 mm) C w p
MC45001EPP15T
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32.72'(831 mm)
I I MANIFOLD HEADER MC45001EPP15B 1.70'(43 mm) g
I MC45001EPP18T d W29.36"(746 mm) Q=MANIFOLD SNB MG15001EPP18T4Y CUSTOM PREFABRICATED INVERTS c
18'(450 mm) ARE AVAILABLE UPON RE UEST. gMC45001EPP788
1.g7•(50 mm) INVENTORIED MANIFOLDS INCLUDE
a
g eMC45001EPP78BW, 12-24'(300-600 mm)SIZE ON SIZE
a„MC45001EPP24T AND 15-08'(375-1200 mm)w€23.05'(585 mm)
MC45001EPP24TW
u
ECCENTRIC MANIFOLDS.CUSTOM
72"(300 mm) 12'(30D mm) 24°(600 mm)
INVERT LOCATIONS ON THE MC-0500 MC45001EPP248MINSEPARATIONMININSERTION 2.26"(57 mm) END CAP CUT IN THE FIELD ARE NOTMC45001EPP24BW '
RECOMMENDED FOR PIPE SIZES oMC45001EPP306W. 30'(750 mm) 2.95'(75 mm)
GREATER THAN 10°(250 mm).THE
MC45001EPP36BW 36'(900 mm) 325'(83 mm) INVERT LOCATION IN COLUMN'B'
NOTE:MANIFOLD STt1B MUST BE LAID HORIZONTAL MC45001EPP42BW 42'(1050 mm) 3.55'(90 mm) ARE THE HIGHEST POSSIBLE FOR SHEET
FOR A PROPER FIT IN END CAP OPENING. NOTE:ALL DIMENSIONS ARE NOMINAL THE PIPE SIZE.
RFB 20-21.13:Page 118 F
F
36"(900 mm)NYLOPLAST DRAIN BASIN z
NTS Z
TRAFFIC LOADS:CONCRETE SLAB OIMENSIONS Y Q Z Y
ARE FOR GUIDELINE PURPOSES ONLY.ACTUAL 2 U 3 U
CONCRETE SLAB MUST BE DESIGNED TAKING INTO a W :
CONSIDERATION LOCAL SOIL CONDITIONS,
Y Z u
INTEGRATED DUCTILE IRON FRAME& TRAFFIC LOADING,AND OTHER APPLICABLE
GRATEISOLID COVER TO MATCH BASIN O.D. DESIGN FACTORS.SEE DRAWING N0.7001-110-111 Q O gSEENOTES182) FOR NON TRAFFIC INSTALLATION. a m
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it
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WIDTHGUIOELME 2 0 '
24'(600 mm)MIN.
MANUFACTURING
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REQUIREMENT FROM 8'(200 mm)MIN
TOP OF GRATE TO THICKNE55 GUIDELINE
TOP OF PIPE.
VARIABLEINVERTHEIGHTS
AVAILABLE
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jJ CONE SNLE REDUCER a WACCORDINGTOe
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VARIABLE SUMP DEPTH ACCORDING
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VARIOUS NPES OF INLET 8 OUTLET— a.- 3
ADAPTERSAVAILABLE: r``
j` s,:! ag
4'-30'(100-750 mm)FOR CORRUGATED r .
HDPE(ADS N42MANCOR DUAL WALL, y l
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ADShIANCOR SINGLE WALL),N-12 HP,PVC
SEWER(EX:SOR35j,PVCDWV(EX:SCH40), e
PVC C900/C905,CORRUGATED 8 RIBBED PVC CC'o a g v w
SEE NOTE 4) j\'., :(r o
ocE
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WATERTIGHTJOINT
CORRUGATED HOPE SHOWN) THE BACKFILL MATERIAL SHALL BE CRUSHED
STONE OR OTHER GRANULAR MATERIAL MEETING CS o
THE REOUIREMENTS OF CLASS I,CLASS II,OR Oa CLAS5111 MATERIAL AS DEFINED IN ASTM 02321.
O w
BEDOING 8 BACKFILL FOR SURFACE DRAINAGE
r„r
INLETS SHALL BE PLACED&COMPACTED SUNIFORMLYINACCORDANCEWITHASTMD2321.
NOTES o„
1. GRATES/SOLID COVER SHALL BE DUCTILE IRON PERASTM A536 GRADE 70.50-05.0
6
2. FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05.
m`
3. DRAIN BASIN TO BE CUSTOM MANUFACNRED ACCORDING TO PLAN DETAILS.RISERS ARE NEEDED i
FOR BASINS OVER 84'(2.73 m)DUE TO SHIPPING RESTRICTIONS.SEE DRAWING N0.7001-110-065. w
W
4. DRAINAGE CONNECTION STUB JOINT TIGH7NESS SHALL CONFORM TO ASTM D3212 FOR o
CORRUGATED HDPE(ADS N-12/HANCOR DUAL WALL),N-12 HP,8 PVC SEWER.
5. ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0°TO 360°.TO DETERMINE MINIMUM ANGLE BENJEEN m W
ADAPTERS SEE DRAWING N0.7007-110-012. ' Q=
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GRATE OPTION
T NG
PART# DWG# r
PEDESTRIAN MEETS H-20 3099CGP 7001-110-220 g
STANDARD MEETSH-20 3099CGS 7001-110.221 o0
SOLID COVER MEETS H-20 3099CGC 7001-110-222
DOME N/A 3099CGD 7001-110-223 SHEET
j
RFB 20-21.13:Page 119 OF "
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MC-4500 CHAMBER
Designed to meet the most stringent industry performance standards for
superior structural integrity while providing designers with a cost-effective
method to save valuable land and protect water resources.The StormTech
system is designed primarily to be used under parking lots,thus maximizing r r';
land usage for private(commercial)and public applications.StormTech t, '';,
chambers can also be used in conjunction with Green Infrastructure,thus
enhancing the performance and extending the service life of these practices.
F¢
STORMTECH MC-4500 CHAMBER STORMTECH MC-4500 END CAP
not to scale) not to scale)
Nominal Chamber Specificatlons Nominal End Cap Specifications
S1ze(Lx W x H) Size(LxWx H)
52"x 100"x 60" 38"x 90"x 61" sz:o•
1321 mm x 2540 mm x 1524 mm 965 mm x 2286 mm x 1549 mm ACTUAL—LENGTH
Chamber Storage End Cap Storage
106.5 ft3(3.01 m3) 39.5 ft3(1.12 m3) c96s mmi
ACTUAL I I
Min.Installed Storage*Min.Installed Storage* s," '
162.6 ft3(4.60 m3) 115.3 ft3(3.26 m3)
c+sa9 mm
i
32.8'I
Weight Weight
833 mm) — gp•
INSTALLED 2286 mm)I
Nominal 125 Ibs(56.7 kg) Nominal 90.0 Ibs(40.8 kg) INSTALLED LENGTH
Shipplitg Assumes a minimum of 12"(300 mm)ofstone
so.o•
7 chambers/pallet above,9"(230 mm)ofstane below,l2"(300 mm) 1524 mm)
5 e11d Caps/pallet
ofstone perimeter,9"(230 mm)ofstone between
chambers/end caps and 40°/a stone porosity.
11 pallets/truck I—100.0'(2540 mm)--I
Assumes a minimum of 12"(300 mm)of
stane above,9"(230 mm)of stone below
chambers,9"(230 mm)ofstane between
chambers/end caps and 40%stone porosity.
EMBEOMENT970NESHALLBEACLFJW,CRUSHEDANDANGULAR GRANULARWELLi'iRADEDSOR/AGGREGATEMII(TURES,QS%
STONE WITH AN AASHTO M43 DESIGNATION BETWEEN p3 AND#4 FINES,COMPACT IN 1Y(300 mmj MA%LIFfS TO%%PROCTOR
CHAMBFAS SHALL MEEf ASTM F2418'STANDARD DENSRY.SEE THE TABLE OF ACCEPTABLE FlLL MNTERIALS.
SPEGFICATION FOR POLYPROPELENE(PP)CORRUGATED
CNAMBERS SHALL 9E BE OESIGNED IN ACCORDANCE WITH ASTh1 F27B7WALLSTORMWATERCOLLECTIONCHAMOERS'.
STANDARO PRACfICE FOR STRUCTURAL OESIGN OF THERMOPLASTIC
ADS GEOSYTHETICS 601T NON-WOVEN CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'.
GEO7D(TILE ALL AROUND CLEAN,CRUSHED,
PAVEMENT LAYER(DESIGNED
ANGUUIR EMBEDMENTSTONE BY SffE DESIGN ENGINEER)
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100'(2540 mm) 12'(300 mm)TPENDCAP230mm)MIN
SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURINO
7HE REQUIRED BEARING CAPACIT'OF SOILS
MINIMUM COVERTO BOTfOM OF FLF(IBLE PAVEMENT.FOR LINPAVEO INSTALLATIONS WHERE RUTTING FROM VEHICLES MAV OCCUR,INCREASE COVER T030'Q50 mm).
RFB 20-21.13:Page 120
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Advanced Drainage Systems,Inc.
THE MOST A VAIVCED NAME IN WATER MANAGEMENT SOLUTIONS"" 4640 Trueman Blvd.,Hi iard,oH aso2s
1-800-821-6710 www.ads-pipe.com
ADS"Terms and Conditions of Sale"are available on the ADS website,www:ad=[1pe.co^i
The ADS logo and the Green Stripe are registered trademarks of Advancetl DraPnage Systems,Inc.
StormTech"is a registered[rademark of StormTech,Inc.
OO 2019 Advanced Drainage Systems.Inc.NS2661110 11/19 CS
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FOR STORMTECH
INSTRUCTIONS,
DOWNLOAD THE a INSTALLATION APP StormTech ;';
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REQUIRED MATERIALS AND EQUIPMENT LIST
Acceptable fill materials per Table 1 StormTech solid end caps, pre-cored and pre-fabricated end caps
Woven and non-woven geotextiles StormTech chambers, manifolds and fittings
NOTE: MC-3500 chamber pallets are 77" x 90" (2.0 m x 2.3 m) and weigh about 2010 Ibs. (912 kg) and MC-4500 pallets are 100" x 52" (2.5 m x 1.3 m) and
weigh about 840 Ibs. (381 kg). Unloading chambers requires 72" (1.8 m) (min.)forks and/or tie downs (straps, chains, etc).
IMPORTANT NOTES:
A.This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in damage to chambers
during installation. Replacement of damaged chambers during or after backfilling is costly and.very;time consuming. It is recommended thaf all installers are familiar
with this guide,and that the contractor inspects the chambers for distortion,damage and joint integrity as work progresses.
B. Use of a dozer to push embedment stone between the rows of chambers may cause damage to chambers and is not an acceptable backfill method.Any chambers
damaged by using the"dump and push"method are not covered under the StormTech standard warranty.
C. Care should be taken in the handling of chambers and end caps. End caps must be stored standing upright.Avoid dropping,prying or excessive force on chambers
during removal from pallet and initial placement.
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engineer's plans.and up excavation walls. 9" (230 mm) min. Install underdrains if required.
Compact to achieve a flat surface.
RFB 20-21.13:Page 122 1
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Install manifolds and lay out woven scour Align the first chamber and end cap of each Continue installing chambers by overlapping chamber end
geotextile at inlet rows [min. 17.5 ft (5.33 m)]row with inlet pipes. Contractor may choose corrugations. Chamber joints are labeled "Lower Joint—
at each inlet end cap. Place a continuous to postpone stone placement around end Overlap Here" and "Build this direction- Upper Joint" Be
piece (no seams) along entire length of chambers and leave ends of rows open sure that the chamber placement does not exceed the reach
Isolator° Row(s) in two layers. for easy inspection of chambers during the of the construction equipment used to place the stone.
backfill process. Maintain minimum 6" (150 mm) spacing between MC-3500
rows and 9" (230 mm) spacing between MC-4500 rows.
For the Isolator Row place two continuous layers of ADS
Woven fabric between the foundation stone and the isolator
row chambers, making sure the fabric lays flat and extends
the entire width of the chamber feet.
12"(300 mm)MIN INSERTION
STORMTECH COVER PIPE CONNECTION TO END END CAP(MC-4500 SHOWN)
END CAP CAP WITH ADS GEOSYNTHETICS OPTIONAL INSPECTION PORT
601T NON-WOVEN GEOTEXTILE CHAMBER(MC-0500 SHOWN)
MANIFOLD STUB
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iR. .ry'-, f2 i2-.
A PROPER FIT IN END CAP OPENING.
24"(600 mm)HDPE ACCESS PIPE REQUIRED TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN
Insert inlet and outlet manifolds a minimum 12 USEFACTORYPRE-COREDENDCAP GEOTEXTILEBETWEENFOUNDATIONSTONEANDCHAMBERS
300 mm into chamber end ca s. Manifold header SUMP DEPTH TBD BY
MC-3500-8.3(2.5 m)MIN WIDE CONTINUOUS FABRIC STRIP
p MC-4500-10.3'(3.1 m)MIN WIDE CONTINUOUS FABRIC STRIP
should be a minimum 12 (300 mm)from base of SITEDESIGNENGINEER
end cap.
cza°[soo mm c r go-:page 123 2
Exhibit A:Page 147 of 301
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Initial embedment shall be spotted along the centerline of the chamber evenly No equipment shall be operated on the bed at this stage of the installation.
anchoring the lower portion of the chamber. This is best accomplished with a . Excavators must be located off the bed. Dump trucks shall not dump stone
stone conveyor or excavator reaching along the row. directly on to the bed. Dozers or loaders are not allowed on the bed at this
time.
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UNEVEN BACKFILL EVEN BACKFILL PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED
Backfill chambers evenly. Stone column height should never differ by more Perimeter stone must be brought up evenly with chamber rows. Perimeter
than 12" (300 mm) between adjacent chamber rows or between chamber must be fully backfilled, with stone extended horizontally to the excavation
rows and perimeter. wall.
Call StormTech at 888.892.2694 for technical and product information or visit id'vB.fb 124 3
Exhibit A:Page 148 of 301
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Continue evenly backfilling between rows and around perimeter until Only after chambers have been backfilled to top of chamber and with
embedment stone reaches tops of chambers and a minimum 12" (300 mm) a minimum 12" (300 mm) of cover stone on top of chambers can skid
of cover stone is in place. Perimeter stone must extend horizontally to the loaders and small LGP dozers be used to final grade cover stone and
excavation wall for both straight or sloped sidewalls.The recommended backfill material in accordance with ground pressure limits in Table 2.
backfill methods are with a stone conveyor outside of the bed or build as you Equipment must push material parallel to rows only. Never push perpendicular
go with an excavator inside the bed reaching along the rows. Backfilling while to rows. StormTech recommends the contractor inspect chamber rows before
assembling chambers rows as shown in the picture will help to ensure that placing final backfill. Any chambers damaged by construction equipment shall
equipment reach is not exceeded. be removed and replaced.
DO NOT INSTALL
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X) INSTALLED,CEMEREDtOVERCORRUGATION
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d GEOTEXTILE CENTEREDONWSERTA-TEE SIDEVIEWJi+ ., SECTIONA-A
c . J. '` INLET OVER BEDDING STONE FOR SCOUR
PROTECTIONATSIDEINLETCONNECTIONS.
4 .
3 ,
M
GEOTEXTILE MUST EXTEND 6'(150 mm)
MA%DIAMETER OF HEIGHT FROM BASE OF
r.3..:^^.q.,.. PAST CHAMBER FOOT HAMBER
r- INSERTATEE CHAMBER(X)
SC370 6"(150 mm)4'(100 mm)
a ti4.1<'". SC-74o 10°(250 mm)4•(100 mm)
G DC-780 70°(250 mm)4'(100 mm)
J MC3500 12°(300 mm)6'(15D mm)
Install non-woven geotextile over stone. Geotextile must overlap 24"(600 mm)NOTE:MC-4500 12'(300mm)8'(200mm)
F PART Nl1MBERS WILL VARY BASED ON INLET PIPE MATERIALS. INSERTA TEE FITTINGS AVAILABLE FOR SDR 26,SDR 35,SCH 401PS
where edges meet. Compact at 24 (6OO I-I IR I)OI fIII. ROIIP.r LCaVFiI parCZIIP.I Wllh COWS. CONTACTSTORMTECHFORMOREINFORMATION. GASKETEDBSOLVENTWELD,N-12,HPSTORM,C-9000ROUCTILEIRON
RFB 20-21.13:Page 125 4
E chibit A:Page 149 of 301
Table 1-Acceptable Fill Materials Figure 1- Inspection Port Detail
o
f• ir(soo mm MiN wnon
9•
CONCFETE COLLAR NOTREOl11RED
FOR UNPAVEO APPLICATIONS
D Fnal FII:FII Material for la er'D' An soiVrocfc materials,native soils WA Pre are er stte desi n en ineers lans.Paved oN aEre o
Y Y P P 9 9 P 8'NYLOPlAST INSPECTION PORT
starts from the top of the'C'layer to ihe or per engineer's plans.Check installations may have stringent material and prepara- PA EMENT BODY(PARTN 2708AG41PKIn OR
bottom of flepble avement or unn'ved lans for vement sub rade tion re uirements,
w"F'°,°e°"`",S°"°
a.c,00 mmPWp 9 Q LOCKING COVER
finished grade above.Note that the pave- requiremenls.
SCMED 40 PVC
mentsubbasemaybepartofthe'D It YP.G fi'i50mmCMNTHCKNE55 y - + '
4
SOHEDAOPVC
o°mm
r_.Y(v„-•..i- ! >y?f! COl1P INGPVC
CQlnitial FII:FlII Material for layer'C Granular well-gradetl soiV AASHTO M145 Begin compaction after min.24"(600 mm)of mate- 1
starts from me top of the embedment aggregate mixtures,<35%fines A-1,A-2-4,A-3 rial over the chambers is reached.Compact additional sToa E H BER - •'a noo mm,
stone('B'laye to 24"(600 mm)above or processed aggregate..Most or layers in 12"(300 mm)max.lifts to a min.95%Proc- e• T SCHED 40 PVC
the top of the cham6er.Note that pave- pavement subbase materials can AASHfO M431 tor dens'y for well-graded material and 95%relative 20°"""'
o,,.s•,,,,a
ment subbase may be part of the'C'layer. be used in lieu of this layer. 3,357,4,467,5,56,57,6, density for processed aggregate materials. MOLE IN GMAMBER
B7 BH 7 7S B S9 S O I I 4.5'HOLE SAW RE'D)
I
T
BQEmbedmeMStone:FII the Clean,aushed,angular stone AhSHTO M43' No compaction required. I i , - ,'. -•
surrounding chambers from the foundaVon 3,357,4 o'"`' , Y ALL
stone(Q'laye to the'C layer above.
LO0AT1ON
NOTES:
1. INSPECTIONPORTSMAVBECONNECIEDTHROUGHANVCHAMBER CONNECTIONDETAIL
OA Foundation Stone:FII below Gean,crushed,an/ular stone, AASHTO M43' Place and com act in 9"230 mm max lifts usin
CORRUGATION VALLEY. NTS
y p g 2. ALLSCME UlE40FITTINGSTOBESOLVENTCEMENTEO(d'PVCNOT
charnbers from the subgrade up to ihe 3,357,4 iwo full coverages with a vibratory compactor.z3 PROVIOED BV ADS.
foot(bottom)of the chamber.
PLEASE NOTE:
1, The listed AASHTO designafions are for gradafions only.The stone must also be clean,crushed,angular.For
example,a specification fnr#4 stnne wauid stafe:"clean,crushed,angular no.4(AASHTO M43)stone",
2.StarmTech compaction requirements are met for`A'location materiats when placed and compacfed in 9"{230 mm)
maxJ lifts using two full coverages with a vibrafory compactor.
3, Where infiitration surfaces may be comprised by compactinn,fnr standard installations and standard design load
conditions,a flat surface may be achieved by raking or dragging withouf compacfivn equipmenf.For speciat load
designs,confact StarmTech for compaction requirements.
Figure 2- Fill Material Locations
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAYER(DESIGNED
AROUND CLEAN,CRUSHED,ANGULAR STONE IN A 8 B LAYERS BY SITE DESIGN ENGINEER)
YMLlaille4lalLLi.iL414ul1itl tl4Yt1 1.it i ia4iaL4LL44Y44i
D., . •T BOTfOMOFFLEXBLEPAVEMENT FORUN AVFD .'-
i . ;i,' ) NSTALLf TONSWHERERUTTWGFROMVEHC ESMAYOCCUR,.. 1 MC-M1SOO-7.0 Z.RI MAXPERIMETERSTONEMC-4500-24'600 mm MWi -i_%.. !/1 /I_!/,I/ // /.//I: // //I/ I// C i/////le // /NC E SECWERTOJO'(I50 1 IJ— MC3500-18'(450 mm)MIN MC-3500-8.0'(2.4 mj MAX
T,
v 7,i'..a 12'(300 mm)MIN
z i )'.
Z 1-i1 f,c...1__. . J '
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CAN BE SLOPED OR VERTICAL) 4,
J I ^
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MC-0500-60"(1525 mm)
L 7:... i MC-3500-45'(1140 mm)
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I -- i:,li: II I r I 1 1-1 !I I yIl IIrIIHI I ii—I-1:) l I III—I III i —1_. DEPTHOFSTONETOBEDETERMINEDiTiiTII ,i : l"uil T I i 1 ul U i 1 1 1 ; i 7i: 2L l 1'_f L i
MC-0500-12"(300 mm)MIN i i G i
r
i—I i ,.;i t—I L I._,Ji I 'j T 1 IIT TI T,..; L i:Jii--. T,11-rJTL iI._.L I ,..: BY SITE DESIGN ENGINEER 9"(230 mm)MIN
MC-3500-6"(150 mm)MIN ''
END CAP E T LT rL
MC-4500 9'(230 mm)MIN MC-4500-100'(2540 mm)
SUBGR4DE SOILS MC3500-6"(150 mm)MIN MC3500-77"('I950 mm)
L
2(300 mm)MIN
RFB 20-21.13:Page 126 5
Exhibit A:Page 150 of 301
NOTES: Table 2-Maximum Allowable Construction Vehicle Loadss
f.38"(900 mmJ of stabilized cover materials over the a
chambers is re uired for fu!l dc m fruck trave!and9P e e •
dumping. e ,
2.During paving operations,dump trc ck axle loads on DQFnaI FII 36"[900]32,000[142] 16,000[!1] 12"[305j 3420[164] 38,000[169]
24"(600mm)vf cover may be necessary.Precautions Material Compactetl 18"[457J 2350[113]
should be taken to avoid rutting of fhe road base layer, 24"[610] 1850[89]
30"[762] 1510[/2]
to ensure tirat canpaction requirsmenfs have been met, 36"914 1310 63
and that a minimum of 24"(&00 mm)vf cover exists CQlnitial Fill 24"[600]32,000[142 16,000[71) 12"[305J 2480[119] 20,000[89]
over the chambers.Contact StormTech fnr additiona! MaGerial Compacted 18"[457J 1770[85]
guidance on allowable axle lvads during paving,
24"[610] 1430[68]
30"[762 1210[58]
3.6round pressure for track dozers is the vehicle
36°[914] 1070[51]
operating weight divided by tofa!grvund contact area 24"[600]24,000[707J 12,000[53] 12"[305 2245[107J 16,000 71]
for both fracks.Excavators will exert hi her round
Loose/Dumped 18"[457 1625[78]
9 9 24"[610] 1325[63]
pressures based on lvaded bucket weight and boom 30"[762] 1135[54]
exfension.
36"914 1010
18"[450]24,000[107J 12,000[53] 12"[305J 2010[96] 5,000[22]
4.Mini-excavators(a8,00Dlbs/3,628 kg)can be used with 18"[457J 1480[/1]static loads onl s
24"[610] 1220[58Jat/easf 12"(300 mm)of stone over the chambers ancl 30"p62] 1060[51]
are limited by the maximum round pressures in Table 2
based on a fuil buckef at maximum boom exfension. EmbedmeM 12"[300]NOTALLOWED NOTALLOWFD 12''[305J 1100[53] NOTALLOWED
Stane 18"[457J 715[34J
5.SfarmTech does not require compaction of initia!fil!at 24"[610] 660[32]
30" 62 580 28
i8"(450 mmj of cover.However,requirements by nthers
6"[150]NOTALLOWED NOTALLOWED NOTALLOWED NOTALLOWED NOTALLOWED
for 6"(150 mmJ lifts may necessitate the use of small
compactors at 18"(450 mm)of cover.
6.Storage of materials such as construcfion materials,Table 3-Placement Methods and Descriptions
equi menf,spails,etc.should r,af be located over
the StormTech system.The use vf equipment over
the StormTech system not covered in Table 2(ex,sai!
mixing equipment,cranes,efc}rs limitecl.Please contact QD Fnal Fill A variety of placement methods may be 36"(900 mm)minimum Dozers to push parallel to Roller Vavel parallel to rows
StormTech for more information, Material used,NI construction loads must not cover required for dump rows.° only un6136"(900 mm)
exceed lhe maximum limits in Table 2. trucks to dump over compacted cover is
7.Allowable track laads based on vehic%travel only.
chambers. reached.
Excavators sha!!not operate on chamber beds until the QC Initial FII 5ccavator positioned off bed recommended. Asphalt can be dumpetl into Small LGP track dozers&skid Use dynamic force of roller
total backfill reaches 3 feet(900 mm)aver the entire Material Small excavator allowed over paver when compactetl loaders allowed to grade cover only after compacted iill
bed.Excavators shall nnt o erate on chamber beds until
chambers.Small dozer allowed. pavement subbase reaches stone with at least 12"(300 mm) depth reaches 24"(600 mm)
p 24"(600 mm)above top of stone under tracks at all times. over chambers.Roller travel
the total backfill reaches 3 feet(900 mm)over the entire charn6ers. Equipment must push parallel parallel to chamber rows only.
bed.to rows at all times.
Em6edment No equipment allowed on bare chambers. No wheel loads allowetl. No tracked equipment is No rollers allowed.
ADS"Terms and Conditions of Sale"are available on the ADS website,
ne Use excavator or stone conveyor Material must be placed allowed on chambers until
positioned off bed or on foundation outside the limits of the a min.12"(300 mm)cover
www.ads-pipe.com.Ativanced Drainage Systems,the ADS logo,and the stone m evenly fill around all chambers chamber bed. stone is in place.
green stripe are registered trademarks ofAdvanced Drainage Systems,toatleastihewpofchambers.
Inc.StormTech and the Isolator Row are registered trademarks of A Foundation No StormTech restrictions.Coniractor responsible for any condiGons or requirements by others relative to subgrade beanng
StormTech,Inc.Stone capacity,dewatering or protection of subgrade.
1 816 05/19 CS
02019 Advanced Drainage Systems,Inc.
Call StormTech at 888.892.2694 for technical and product information or visit.fbr2 fit hR g 127 6
Exhibit A:Page 151 of 301
m
a d o StormTech
STANDARD LIMITED WARRANTY OF STORMTECH LLC("STORMTECH"):PRODUCTS
A) This Limited Warranty applies solely to the StormTech F) Under no circumstances shall StormTech be liable to the
chambers and end plates manufactured by StormTech Purchaser or to any third party for product liability claims;
and sold to the original purchaser(the"Purchaser").The claims arising from the design,shipment,or installation
chambers and end plates are collectively referred to as the of the Products,or the cost of other goods or services
Products." related to the purchase and installation of the Products.
For this Limited Warranty to apply,the Products must be
B) The structural integrity of the Products,when installed installed in accordance with all site conditions required
strictly in accordance with StormTech's written installation by state and local codes;all other applicable laws;and
instructions at the time of installation,are warranted to the StormTech's written installation instructions.
Purchaser against defective materials and workmanship
for one(1)year from the date of purchase.Should a defect. (G) THE LIMITED WARRANTY DOES NOT EXTEND
appear in the Limited Warranty period,the Purchaser shall TO INCIDENTAL,CONSEQUENTIAL,SPECIAL OR
provide StormTech with written notice of the alleged defect INDIRECT DAMAGES.STORMTECH SHALL NOT BE
at StormTech's corporate headquarters within ten(10)days LIABLE FOR PENALTIES OR LIQUIDATED DAMAGES,
of the discovery of the defect.The notice shall describe INCLUDING LOSS OF PRODUCTION AND PROFITS;
the alleged defect in reasonable detail.StormTech agrees LABOR AND MATERIALS;OVERHEAD COSTS;OR
to supply replacements for those Products determined OTHER LOSS OR EXPENSE INCURRED BY THE
by StormTech to be defective and covered by this Limited PURCHASER OR ANY THIRD PARTY.SPECIFICALLY
Warranty.The supply of replacement products is the,sole EXCLUDED FROM LIMITED WARRANTY COVERAGE
remedy of the Purchaser for breaches of this Limited ARE DAMAGE TO THE PRODUCTS ARISING FROM
Warranty.StormTech's liability specifically excludes the ORDINARY WEAR AND TEAR;ALTERATION,
cost of removal and/or installation of the Products. ACCIDENT,MISUSE,ABUSE OR NEGLECT;THE
PRODUCTS BEING SUBJECTED TO VEHICLE
C) THIS LIMITED WARRANTY IS EXCLUSIVE.THERE ARE TRAFFIC OR OTHER CONDITIONS WHICH ARE
NO OTHER WARRANTIES WITH RESPECT TO THE NOT PERMITTED BY STORMTECH'S WRITTEN
PRODUCTS,INCLUDING NO IMPLIED WARRANTIES SPECIFICATIONS OR INSTALLATION INSTRUCTIONS;
OF MERCHANTABILITY OR OF FITNESS FOR A FAILURE TO MAINTAIN THE MINIMUM GROUND
PARTICULAR PURPOSE. COVERS SET FORTH IN THE INSTALLATION
INSTRUCTIONS;THE PLACEMENT OF IMPROPER
D) This Limited Warranty only applies to the Products when MATERIALS INTO THE PRODUCTS;FAILURE OF
the Products are installed in a single layer.UNDER MO THE PRODUCTS DUE TO IMPROPER SITING OR
CIRCUMSTANCES,SHALL THE PRODUCTS BE IMPROPER SIZING;OR ANY OTHER EVENT NOT
INSTALLED IN A MULTI-LAYER CONFIGURATION.CAUSED BY STORMTECH.A PRODUCT ALSO IS
EXCLUDED FROM LIMITED WARRANTY COVERAGE
E) No representative of StormTech has the authority to IF SUCH PRODUCT IS USED IN A PROJECT OR
change this Limited Warranty in any manner or to extend SYSTEM IN WHICH ANY GEOTEXTILE PRODUCTS
this Limited Warranty.This Limited Warranty does not OTHER THAN THOSE PROVIDED BY ADVANCED
apply to any person other than to the Purchaser. DRAINAGE SYSTEMS ARE USED. THIS LIMITED
WARRANTY REPRESENTS STORMTECH'S SOLE
LIABILITY TO THE PURCHASER FOR CLAIMS
RELATED TO THE PRODUCTS,WHETHER THE CLAIM
IS BASED UPON CONTRACT,TORT,OR OTHER
LEGAL THEORY.
StormTech
Detention•Refention•Water Q aliry
An. .company
20 Beaver Road,Suite 104 I Wethersfield I Connecticut I 06109
888.892.2694 fax 866.328.8401
www.stormtech.com
RFB 20-21.13:Page 128
Exhibit A:Page 152 of 301
S ' E'y S
ADS GEOSYIVTHETICS 0601T NONWOVEN GEOTEXTILE
Scope
This specification describes ADS Geosynthetics 6.0 oz(0601T)nonwoven geotextile.
Filter Fabric Requirements
ADS Geosynthetics 6.0 oz(0601T)is a needle-punched nonwoven geotextile made of 100%
polypropylene staple fibers,which are formed into a random network for dimensional stability.ADS
Geosynthetics 6.0 oz(0601T)resists ultraviolet deterioration, rotting, biological degradation, naturally
encountered basics and acids. Polypropylene is stable within a pH range of 2 to 13.ADS Geosynthetics
6.0 oz(0601T)conforms to the physical property values listed below:
Filter Fabric Properties
M.A.R.V.
PROPERTY TEST MEfHOD UNIT Minimum Average Roll Value)
Wei ht T ical ASTM D 5261 oz/ d2 g/m2 6.0 203
Grab Tensile ASTM D 4632 Ibs(kN) 160(0.711)
Grab Elongation ASTM D 4632 50
Trapezoid Tear Strength ASTM D 4533 Ibs(kN) 60(0.267)
CBR Puncture Resistance ASTM D 6241 Ibs(kN) 410(1.82)
Permittivity" ASTM D 4491 sec' 1.5
Water Flow* ASTM D 4491 gpm/ftZ(UmiNmz) 110(4480)'
AOS'` ASTM D 4751 US Sieve(mm) 70(0.212)
UV Resistance ASTM D 4355 hrs 70/500
PACKAGING
Roll Dimensions x L —ft 12.5 x 360/ 15x300
Square Yards Per Roll 500
Estimated Roll Weight—Ibs 195
At the time of manufacturing.Handling may change these properties.
ADS"Tertns and Conditions of Sale"can be found on Ihe ADS website,www.ads-oioe.com Advanced Drainage Systems and lhe ADS logo is a registered tredemark oi
Advanced Drainage Systems,Inc.Advanced Dreinage Systems,Inc.#0601T 02/12
RFB 20-21.13:Page 129
Exhibit A:Page 153 of 301
ADS GEOSYNTHETICS 315W UVOVEIV GEOTEXTILE
Scope
This specification describes ADS Geosynthetics 315W woven geotextile.
Filter Fabric Requirements
ADS Geosynthetics 315W is manufactured using high tenacity polypropylene yarns that are woven to
form a dimensionally stable network,which allows the yarns to maintain their relative position.ADS
Geosynthetics 315W resists ultraviolet deterioration, rotting and biological degradation and is inert to
commonly encountered soil chemicals. ADS Geosynthetics 315W conforms to the physical property
values listed below:
Filter Fabric Properties
PROPERTY TEST ENGLISH M.A.R.V. METRIC M.A.R.V.
METHOD (Minimum Average Roll Value) (Minimum Average Roll Value)
Tensile Strength(Grab) ASTM D-4632 315 Ibs 1400 N
Elongation ASTM D-4632 15% 15%
CBR Puncture ASTM D-6241 900 Ibs 4005 N
Puncture ASTM D-4833 150 Ibs 667 N
Mullen Burst ASTM D-3786 600 psi 4134 kPa
Trapezoidal Tear ASTM D-4533 120 Ibs 533 N
UV Resistance(at ASTM D-4355 70% 70%
500 hrs)
Apparent Opening Size ASTM D-4751 40 US Std. 0.425 mm
AOS)" Sieve
Permittivity ASTM D-4491 05 sec' 05 sec'
Water Flow Rate ASTM D-4491 4 gpm/ft2 163 I/min/mz
12.5'x360'3.81 mx109.8m
Roll Sizes 15.0'x 300' 4.57 m x 91.5 m
17.5'x258' 5.33mx78.6m
Maximum average roll value.
ADS"Tertns and Conditions of Sale"can be found on ihe ADS website,www.ads-oioe.com Advanced Drainage Systems and the ADS logo is a registered tredemark ot
Advanced Drainage Systems,Inc.QAdvanced Drainage Systems,Inc.i1315W 02/12
RFB 20-21.13:Page 130
i
Exhibit A:Page 154 of 301
h-..- . FL . = T RMLS.L..i— m BG LET FYL'fERSry
FLEXSTORMTM Inlet Filter Specifications and Work Instructions
Product: FLEXSTORM Inlet Filters
Manufacturer: Inlet 8 Pipe Protection, Inc www.inletfilters.com
A subsidiary of Advanced Drainage Systems (ADS) www.ads-pipe.com
1.0 Description of Work:
1.1 The work covered shall consist of supplying, installing, and maintaining/cleaning of the
FLEXSTORM Inlet Filter assembly. The purpose of the FLEXSTORM Inlet Filter system is to
collect silt and sediment from surface storm water runoff at drainage locations shown on the
plans or as directed by the Engineer. FLEXSTORM PURE, permanent filters,.are capable of
removing small particles, hydrocarbons, and other contaminants from drainage "hot spots".
2.0 Material:
2.1 The FLEXSTORM Inlet Filter system is comprised of a corrosion resistant steel frame and a
replaceable geotextile sediment bag attached to the frame with a stainless steel locking band.
The sediment bag hangs suspended from the rigid frame at a distance below the grate that shall
allow full water flow into the drainage structure if the bag is completely filled with sediment.
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2.2 The FLEXSTORM Inlet Filter frame includes lifting handles in addition to the standard overflow
feature. A FLEXSTORM Removal Tool engages the lifting bars or handles to allow manual
removal of the assembly without machine assistance. The frame suspension system on most
rectangular designs is adjustable in '/2" increments up to 5" per side should the casting or
drainage structure have imperfections.
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RFB 20-21.13:Page 131
Exhibit A:Page 155 of 301
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2.3 FLEXSTORM CATCH-IT Inlet Filters for temporary inlet protection: The FLEXSTORM CATCH-
IT framing is galvanized or zinc plated for corrosion resistance. The "FX" Woven Polypropylene
filter bag is the design standard, although the "IL" Nonwoven geotextile is also available if
preferred by the engineer. These products are typically used for temporary inlet protection
lasting 3 months (short term road work)to 5 years (residential developments).
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2.4 FLEXSTORM PURE Inlet Filters for permanent inlet protection: The FLEXSTORM PURE
framing is comprised of 304 stainless steel with a 25 year life rating. Multiple filter bags are
available: FX, FX+, PC, PC+, LL and others. The Post Construction "PC+" is the design
standard consisting of the "FX" Woven Polypropylene sediment bag lined with Adsorb-it filter
fabric, which is made from recycled polyester fibers. The "PC+" includes a replaceable
hydrocarbon skimmer pouch strapped to the bottom of the bag for advanced TPH removal.
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3.0 Filter Bag Specifications and Capabilities:
3.1 Material Properties (taken from manufacturers average roll value):
22"depth) (12"depth) Clean Water
FLEXSTORM FILTER BAGS Flow Rate
Min A.O.S. (US
STD Bag P/N Short Bag P/N
GPM/SqFt)
Sieve)
FX:Standard Woven Bag FX FX-S 200 40
FX+:Woven w/Oil Skimmer FXP FXP-S 200 40
FXO:Woven w/Oil Boom FXO FXO-S 200 40
PC: Post Construction Bag PC PC-S 137 140
PC+:PC w/Oil Skimmer PCP PCP-S 137 140
LL: Litter and Leaf Bag LL LL-S High 3.5
IL:IDOT Non-Woven Bag IL IL-S 145 70
RFB 20-21.13:Page 132
Exhibit A:Page 156 of 301
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3.2 Standard Bag Sizes and Capabilities: Bag Sizes are determined by clear opening dimensions of
the drainage structure. Once frame design size is confirmed, Small -XL bag ratings can be
confirmed to meet design criteria. Ratings below are for standard 22" deep bags.
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1.6 1.2 0.8 0.9 66 155
e 2.1 1.8 1.2 1.3 96 185
a• 3.8 2.2 1.5 1.6 120 209
4.2 3.6 2.4 2.6 192 370
4.0 Tested Filtration Efficiency and Removal Rates: Filtration Efficiency, TSS, and TPH testing
pertormed under large scale, real world conditions at accredited third party erosion and sediment
control testing laboratory. (See Full Test Reports at www.inletfilters.com )
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Hopper Agitator Leading To Area Inlet Influent Discharge From Pipe
4.1 FLEXSTORM "FX" Filtration Efficiency Test Results: All testing performed in general
accordance with the ASTM D 7351, Standard Test Method For Determination of Sediment
Retention Device Effectiveness in Sheet Flow Application, with flow diverted into an area inlet.
Test Soil used as sediment had the following characteristics with a nominal 7°/a sediment to water
concentration mix. This is representative of a heavy sediment load running off of a construction
site.
Soil Characteristics Test Method Value Filtration Efficiency of"FX"
FLEXSTORM Ba
Gravel 2
Sand
ASTM D 422
60
Silt 24
Cla 14
82%
Li uid Limit, %
ASTM D 4318
34
Plasticity Index, %9
Soil Classification USDA Sandy Loam
Soil Classification USCS Silt Sand SM
RFB 20-21.13:Page 133
Exhibit A:Page 157 of 301
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4.2 FLEXSTORM "PC" and "PC+" T^est Results: TSS measured on effluent samples in
accordance with SM 2540D and TPH in accordance with EPA 1664A.
110 micron Ave Flow TSS Soil Retention
Product Tested Sediment Load Rate GPM Removal Efficiency
FLEXSTORM PC
23 99•28% 98.96%
1750 mg/L using
Sediment Bag OK-110 Silica Sand 48 99.32% 99.25%
and Clean Water
70 98.89% 98.80%
Product Tested
Street Sweep Particle Size of TSS Soil Retention
Sediment Load Sediment Load Removal Efficiency
FLEXSTORM PC 2:5% = 100 Ibs Sed/ .001 mm—10.0 mm gg,68.% . 95.61%
Sediment Bag 4000 Ibs water (median 200 micron)
Product Tested
Hydrocarbon Ave Flow Rate TPH Oil Retention
Load GPM Removal Efficiency
FLEXSTORM PC+
243 mg/L using 750 19 99.04% 97.22%
FLEXSTORM PC
mL(1.45 Ib)used
20 97.67% 91.61%
motor oil +lube oil
FLEXSTORM PC+ and clean water
92 96.88% 99.11%
5.0 Identification of Drainage Structures to Determine FLEXSTORM Item Codes:
5.1 The Installer(Contactor) shall inspect the plans and/or worksite fo determine the quantity of each
drainage structure casting type. The foundry casting number or the exact grate size and clear
opening size will provide the information necessary to identify the required FLEXSTORM Inlet
Filter part number. Inlet Filters are supplied to the field pre-configured to fit the specified
drainage structure. Item Codes can be built using the FLEXSTORM Product Configurator at
www.inletfilters.com. Detailed Submittal/Specification drawings are linked to each Item Code
and available for download by engineers and contractors to include on plans and/or verify field
inlet requirements. An example of a typical drawing is shown below.
RFB 20-2113:Page 134
Exhibit A:Page 158 of 301
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6.0 Installation Into Standard Grated Drainage Structures:
6.1 Remove the grate from the casting or concrete drainage structure. Clean the ledge (lip) of the
casting frame or drainage structure to ensure it is free of stone and dirt. Drop in the
FLEXSTORM Inlet Filter through the clear opening and be sure the suspension hangers rest
firmly on the inside ledge (lip) of the casting. Replace the grate and confirm it is elevated no
more than 1/8", which is the thickness of the steel hangers. For Curb Box Inlet Filters: Insert
FLEXSTORM CATCH IT Inlet Filter as described above, pull the rear curb guard flap up and
over the open curb box until tight, align magnets to ensure firm attachment to the top portion of
the curb box casting. If the curb back opening is not magnetic, slide a typical rock sack or 2 x 4
through the 2-ply rear curb box flap to create a dam which.will direct runoff into the sediment
bag.
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RFB 20-21.13:Page 135
Exhibit A:Page 159 of 301
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7.0 Maintenance Guidelines: The frequency of maintenance will vary depending on the application
during construction, post construction, or industrial use), the area of installation (relative to grade
and runoff exposure), and the.time of year relative to the geographic location (infrequent rain,
year round rain, rain and snow conditions). The FLEXSTORM Operation & Maintenance Plan
as shown in 7.5) or other maintenance log should be kept on file.
7.1 Frequency of Inspections: Construction site inspection should occur following each '/2' or more
rain event. Post Construction inspections should occur three times per year(every four
months) in areas with year round rainfall and three times per year(every three months) in areas
with rainy seasons before and after snowfall season. Industrial application site inspections
loading ramps, wash racks, maintenance facilities) should occur on a regularly scheduled basis
no less than three times per year.
7.2 General Maintenance for standard sediment bags: Upon inspection, the FLEXSTORM Inlet
Filter should be emptied if the sediment bag is more than half filled with sediment and debris, or
as directed by the Engineer. Remove the grate, engage the lifting bars or handles with the
FLEXSTORM Removal Tool, and lift the FLEXSTORM Inlet Filter from the drainage structure.
Machine assistance is not required. Dispose of'the sediment or debris as directed by the
Engineer. As an alternative, an industrial vacuum may be used to collect the accumulated
sediment if available. Remove any caked on silt from the sediment bag and reverse flush the
bag for optimal filtration. Replace the bag if the geotextile is torn or punctured to '/Z" diameter or
greater on the lower half of the bag. If properly maintained, the Woven sediment bag will last a
minimum of 4 years in the field.
7.3 Inspection and Handling of the FLEXSTORM PC/ PC+ post construction sediment bag: The
PC+ sediment bags will collect oil until saturated. Both the Adsorb-it filter liner and the skimmer
pouch will retain oil. The volume of oils retained will depend on sediment bag size. Unlike
other passive oil sorbent.products, Adsorb-it filter fabric has the ability to remove hydrocarbons
at high flow rates while retaining 10- 20 times its weight in oil (weight of fabric is 12.8 oz/sq
yd). The average 2' x 2' PC Bag contains approx .8 sq yds, or 10 oz of fabric. At 50%
saturation, the average Adsorb-it lined PC filter,will retain approximately 75 oz (4.2 Ibs)of oil.
Once the bag has become saturated with oils, it can be centrifuged or passed through a wringer
to recover the oils, and the fabric reused with 85% to 90% efficacy. If it is determined, per
Maintenance Contracts or Engineering Instructions, that the saturated PC sediment bags will be
completely replaced, it is the responsibility of the service technician to place the filter medium
and associated debris in an approved container and dispose of in accordance with EPA
regulations. Spent Adsorb-it can be recycled for its fuel value through waste to energy
incineration with a higher BTU per pound value than coal. The oil skimmers start white in color .
and will gradually turn brown/black as they become saturated, indicating time for
replacement. The average skimmer pouch will absorb approximately 62 oz(4 Ibs)of oil before
requiring replacement. To remove the pouch simply unclip it from the swivel strap sewn to the
bottom of the bag. Dispose of all oil contaminated products in accordance to EPA guidelines.
The ClearTec Rubberizer media used in the pouch, since a solidifier, will not leach under
pressure and can be disposed of in most landfills, recycled for industrial applications, or burned
as fuel.
RFB 20-21.13:Page 136
Exhibit A:Page 160 of 301
FL ; T RM
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7.4 Sediment Bag Replacement: When replacing a Sediment Bag, remove the bag by loosening or
cutting off the clamping band. Take the new sediment bag, which is equipped with a stainless
steel worm drive clamping band, and use a drill or screw driver to tighten the bag around the
frame channel. Ensure the bag is secure and that there is no slack around the perimeter of the
band. For 0il absorbent boom bags, simply replace the oil boom or pouch when saturated by
sliding it through the mesh support sleeve.
RFB 20-21.13:Page 137
Exhibit A:Page 161 of 301
FL T RML . L m L 3 oa.-r s
7.5 Operation & Maintenance Plan. (Download at www.inletfilters.com or www.ads-pipe.com )
FLEXSTORM OPERATION
AND MAINTENAIVCE PLAN
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OPERATION&MAINTENANCE PLAfV
lnstallation Instruc ans-
i REmove grate from the draireage sV[xRure
2.qean stone and d"vt frnm Iedge(fpJ af drainaga siruc-
3 DraptheFLEXSFORMinEetfil rthrou tlredearapen-
STFiUCTURE 1D#ILbCA71C1N:
uig such that tfie hangers rest firmFy wt the I'ip off the struo-
f ATE T/aSK PERFORMED INSPECTOR
4_Reptace ihe grate and oa f'irm it is nat elevated mare
4han 1/8`,the thicLTeess of the steel hangers_
Freauencv of I oectiorts:
1_Inspecuon shwld ottarfolio•mmg any rain event r5".
2.Post mnstn.ecGon inspectiocts shau3d cur4 times per
year_In snowfall afEected regions additional icrspe ctions
shoufd take p#are before and aftersnowFall se an_
3_Industrial appfimtion s inspemons(Iwd"mg ramps,
v'asl eadcz,mamtenance faol'ities}should ocair on a regu-
farty schedufed hasiz no Eessthan 3lirtcesJyear_
Maintenance Guidelines:
i Etttpry the sed eneM bag if mnre than half filled w'ith
sed"unent and de6ris,oras d'irecmed.
2.Remrnre the grate,engage the fihing bars wrch the
FCEXSTORM Remaval Tool,ared liftfrum drainage sVCEEGvre_
3_Qispose oF sed"sm st or debris as drecred by the Engi-
teer ar Maintenan oontract
4.An industriai vaw¢m n be usc_d m collect sed'un nt
5.Remove ked on si#t from ment bag arsd flush virch
PAedum spray virth apt'vnal filtration.
6.Reptar.e bao"rf'tom or punct rrd m}7i"diameter on
fower half of hag.
Past Canstruction PC Bae MaiMenance:
i At 50's6 sacuradon the averase 2'x2'Adsorb-it Gned PC
fikerwiil retain apprrncimately 75 oz{4.2 IbsJ oE oil and
shaild he serviced.To recover the oils the frlter tan be
centrifuged or{sassed throsrgh a umnger.
2.Oil skimmer poud esstart to tum black when saNraoed,
mdcaRng me for replacement Eadi ClearTec Ruhberizer
d will absorb"62az(4 Ibs)oi oil 6efore rteeding r
plawment
3.Dispose aF ati oil mntaminated products in accordanre
with EPA guidelinrs_ClearTec Ru6benzer,since a sa9idfier,
wiFl not leadi under pressure and mn be disposed of in
most tartdfills,recycted for industrial appfi auons,or
bumed az Tuel_
Sedm ert Bae Reoiacemenr
1.Remove the bag bylnosEning or cu¢iceg off damping bag.
Take ne.v sedment hag and secure vrorm drive dampmg
band to the fiame charn+el.
3.Ensure 8ag is sec re and there is nosiack around perim-
eter_
RFB 20-21.13:Page 138
Exhibit A:Page 162 of 301
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Priority Public Project WQMPouru,•,c?.
Appendix D: BMP Maintenance Information
RFB 20-21.13:Page 139
Exhibit A:Page 163 of 301
FLEXSTORM OPERATION
AND MAINTENANCE PLAN a " =`_ -.,_,
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OPERATION & MAINTENANCE PLAN
Installation Instructions:
1.Remove grate from the drainage structure
2.Clean stone and dirt from ledge(IipJ of drainage struc-
ture STRUCTURE ID#1LaCATION:
3.Drop the FLEXSTORM inlet filter through the clear open-
ing such that the hangers rest firmly on the lip of the struc-
t e. DATE TASK PERFORMED INSPECTOR
4.Replace the grate and confirm it is not elevated more
than 1/8",the thickness of the steel hangers.
Frequencv of Inspections:
1.Inspection should occur following any rein event>'/:".
2.Post construction inspections should occur 4 times per
year. In snowfall affected regions additional inspections
should take place before and after snowfall season.
3.Industrial application site inspections(loading ramps,
wash racks,maintenance facilities)should occur on a regu-
larly scheduled basis no less than 3 times/year.
Maintenance Guidelines:
1.Empty the sediment bag if more than half filled with
sediment and debris,or as directed.
2.Remove the grate,engage the lifting bars with the
FLEXSTORM Removal Tool,and lift from drainage structure.
3.Dispose of sediment or debris as directed by the Engi-
neer or Maintenance contract.
4.An industrial vacuum can be used to collect sediment.
5.Remove caked on silt from sediment bag and flush with
Medium spray with optimal filtration.
6.Replace bag if torn or punctured to>'/:"diameter on
lower half of bag.
Post Construction PC Ba¢Maintenance:
1.At 50%saturation the average 2'x2'Adsorb-it lined PC
filter will retain approximately 75 oz(4.2 Ibs)of oil and
should be serviced.To recover the oils the filter can be
centrifuged or passed through a wringer.
2.Oil skimmer pouches start to turn black when satureted,
indicating time for replacement.Each ClearTec Rubberizer
pouch will absorb 62oz(4 Ibs)of oil before needing re-
placement.
3.Dispose of all oil contaminated products in accordance
with EPA guidelines.ClearTec Rubberizer,since a solidifier,
will not leach under pressure and can be disposed of in
most landfills,recycled for industrial applications,or
burned as fuel.
Sediment BaR Replacement:
1.Remove the bag by loosening or cutting off clamping bag.
2.Take new sediment bag and secure worm drive clamping
band to the frame channel.
3.Ensure Bag is secure and there is no slack around perim-
eter.
RFB 20-21.13:Page 140
Exhibit A:Page 164 of 301
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7.0 Maintenance Guidelines: The frequency of maintenance will vary depending on the application
during construction, post construction, or industrial use), the area of installation (relative to grade
and runoff exposure), and the time of year relative to the geographic location (infrequent rain,
year round rain, rain and snow conditions). The FLEXSTORM Operation & Maintenance Plan
as shown in 7.5) or other maintenance log should be kept on file.
7.1 Frequency of Inspections: Construction site inspection should occur following each 'h" or more
rain event. Post Construction inspections should occur three times per year(every four
months) in areas with year round rainfall and three times per year(every three months) in areas
with rainy seasons before and after snowfall season. Industrial application site inspections
loading ramps, wash racks, maintenance facilities) should occur on a regularly scheduled basis
no less than three times per year.
7.2 General Maintenance for standard sediment bags: Upon inspection, the FLEXSTORM Inlet
Filter should be emptied if the sediment bag is more than half filled.with sediment and debris, or
as directed by the Engineer. Remove the grate, engage the lifting bars or handles with the
FLEXSTORM Removal Tool, and lift the FLEXSTORM Inlet Filter from the drainage structure.
Machine assistance is not required. Dispose of the sediment or debris as directed by the
Engineer. As an alternative, an industrial vacuum may be used to collect the accumulated
sediment if available. Remove any caked on silt from the sediment bag and reverse flush the
bag for optimal filtration. Replace the bag if the geotextile is torn or punctured to '/i' diameter or
greater on the lower half of the bag. If properly maintained, the Woven sediment bag will last a
minimum of 4 years in the field.
7.3 Inspection and Handling of the FLEXSTORM PC/ PC+ post construction sediment bag: The
PC+ sediment bags will collect oil until saturated. Both the Adsorb-it filter liner and the skimmer
pouch will retain oil. The volume of oils retained will depend on sediment bag size. Unlike
other passive oil sorbent products, Adsorb-it filter fabric has the ability to remove hydrocarbons
at high flow rates while retaining 10- 20 times its weight in oil (weight of fabric is 12.8 oz 7 sq
yd). The average 2' x 2' PC Bag contains approx .8 sq yds, or 10 oz of fabric. At 50%
saturation, the average Adsorb-it lined PC filter will retain approximately 75 oz (4.2 Ibs) of oil.
Once the bag has become saturated with oils, it can be centrifuged or passed through a wringer
to recover the oils, and the fabric reused with 85% to 90% efficacy. If it is determined, per
Maintenance Contracts or Engineering Instructions, that the saturated PC sediment bags will be
completely replaced, it is the responsibility of the seryice technician to place the filter medium
and associated debris in an approved container and dispose of in accordance with EPA
regulations. Spent Adsorb-it can be recycled for its fuel value through waste to energy
incineration with a higher BTU per pound value than coal. The oil skimmers start white in color
and will gradually turn brown/black as they become saturated, indicating time for
replacement. The average skimmer pouch will absorb approximately 62 oz (4 Ibs) of oil before
requiring replacement. To remove the pouch simply unclip it from the swivel strap sewn to the
bottom of the bag. Dispose of all oil contaminated products in accordance to EPA guidelines.
The ClearTec Rubberizer media used in the pouch, since a solidifier, will not leach under
pressure and can be disposed of in most landfills, recycled for industrial applications, or burned
as fuel.
RFB 20-21.13:Page 141
Exhibit A:Page 165 of 301
FL T RMI.L. ,i—' o-oL r s
7.4 Sediment Bag Replacement: When replacing a Sediment Bag, remove the bag by loosening or
cutting off the clamping band. Take the new sediment bag, which is equipped with a stainless
steel worm drive clamping band, and use a drill or screw driver to tighten the bag around the
frame channel. Ensure the bag is secure and that there is no slack around the perimeter of the
band. For Oil absorbent boom bags, simply replace the oil boom or pouch when saturated by
sliding it through the mesh support sleeve.
a„
RFB 20-21.13:Page 142
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THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONST"'
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INTRODUCTION
An important component of any Stormwater Pollution Prevention
Plan is inspection and maintenance.The StormTech Isolator Row
is a patented technique to inexpensively enhance Total Suspended
Solids(TSS)removal and provide easy access for inspection and
maintenance.
THE ISOLATOR ROW
The Isolator Row is a row of StormTech chambers,either SC-160LP,
SC-310,SC-310-3,SC-740, DC-780, MC-3500 or MC-4500;models,
ooking down the Isolator Row trom methatissurroundedwithfilterfabricandconnectedtoacloselylocated
manhole opening,woven yeotextiie is snown
manhole for easy access.The fabric-wrapped Chambet's pYovide foY. 6etween the chamber and stone base.
settling and filtration of sediment as storm water rises in the Isolator'
Row and ultimately passes through the filter fabric.The open bottom
chambers and perforated sidewalls(SC-310,SC-310-3 and SC-740
models)allow storm water to flow both vertically and horizontally out of
the chambers.Sediments are captured in the Isolator Row protecting
the storage areas of the adjacent stone and chambers from sediment
accumulation.a
Two different fabrics are used for the Isolator Row.A woven geotextile
fabric is placed between the stone and the Isolator Row chambers.
The tough geotextile provides a media for storm water filtration and .
provides a durable surface for maintenance operations.It is also
designed to prevent scour of the underlying stone and remain intact
during high pressure jetting.A non-woven fabric is placed over the
chambers to provide a filter media for flows passing through the
perforations in the sidewall of the chamber.The non-woven fabric is
not required over the DC-780, MC-3500 or MC-4500 models as these StormTech Isolator Row with
chambers do not have perforated side walls. Overflow Spillway(not to scale)
The Isolator Row is typically designed to capture the"first flush"and
OPTIONAL
offers the versatility to be sized on a volume basis or flow rate basis. PRE-,,TMEM
An upstream manhole not only provides access to the Isolator Row but
typically includes a high flow weir such that storm water flowrates or so oRRow
volumes that exceed the capacity of the Isolator Row overtop the over
flow weir and discharge through a manifold to the other chambers.
The Isolator Row may also be part of a treatment train. By treating
N'"",,
storm water prior to entry,into the chamber system,the service life can•"
ovea WER
be extended and pollutants such as hydrocarbons can be captured.
Pre-treatment best management practices can be as simple as
deep sump catch basins,oil-water separators or can be innovative
storm water treatment devices.The design of.the treatment train and
E0 H'R
selection of pretreatment devices by the design engineer is often
driven by regulatory requirements.Whether pretreatment is used or not,
the Isolator Row is recommended by StormTech asan effective means
to minimize maintenance requirements and maintenance costs.
Note: See the StormTech Design Manual for detailed information on OPTIONAL
designing inlets for a StormTech system, including the Isolator Row. ACCESS STOFMTECH CHAMBERS
I
S EC` /AY 'd v. 1/
r,I
INSPECTION
The frequency of inspection and maintenance varies by location.A
routine inspection schedule needs to be established for each individual
location based upon site specific variables.The type of land use(i.e.
6 industrial,commercial,residential),anticipated pollutant load,percent
imperviousness,climate,etc.all play a critical role in determining the
actual frequency of inspection and maintenance practices.
At a minimum,StormTech recommends annual inspections. Initially,
the Isolator Row should be inspected every 6 months for the first year
of operation. For subsequent years,the inspection should be adjusted
based upon previous observation of sediment deposition.
The Isolator Row incorporates a combination of standard manhole(s)and strategically located inspection ports
as needed).The inspection ports allow for easy access to the system from the surface,eliminating the need to
perform a confined space entry for inspection purposes.
If upon visual inspection it is found that sediment has accumulated,a stadia rod should be inserted to
determine the depth of sediment.When the average depth of sediment exceeds 3 inches throughout the length
of the Isolator Row,clean-out should be performed.
MAINTENANCE
The Isolator Row was designed to reduce the cost of periodic maintenance. By"isolating"sediments to just
one row,costs are dramatically reduced by eliminating the need to clean out each row of the entire storage
bed.If inspection indicates the potential need for maintenance,access is provided via a manhole(s)located on
the end(s)of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a
confined space entries.
Maintenance is accomplished with the JetVac process.The JetVac process utilizes a high pressure water
nozzle to propel itself down the Isolator Row while scouring and suspending sediments.As the nozzle is
retrieved,the captured pollutants are ffushed back into the manhole for vacuuming. Most sewer and pipe
maintenance companies have vacuum/JetVac combination vehicles.Selection of an appropriate JetVac nozzle
will improve maintenance efficiency.Fixed nozzles designed for culverts or large diameter pipe cleaning are
preferable. Rear facing jets with an effective spread of at least 45"are best. Most JetVac reels have 400 feet
of hose allowing maintenance of an Isolator Row up to 50 chambers long.The JetVac process shall only
be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile(as specified by
StormTech)over their angular base stone.
StormTech Isolator Row(not to scale)
Note:Non-woven fabric is only required over ihe inlet pipe connection into the end cap for DC-780,MC-3500 and MC-4500 chamber models
and is not required over the entire/solator Row.
3G160,SL]10;GOVER ENLIftE ISIXATOR ROW WITN FOS
OPTIONqL INSPECTION PORT
GEOSYNTMETICS6p1TNONWOVENGEOTEXIRE
SGi(1:B'(].4 m MIN WIDE yN T"""'0SG316.5'(I.Sm)MIN WIDE
I
STORM ECHCHl MBER
MCJ500,MG35W,OG100,SF1fi0lP:COVER PIPE
CONNECTION TO ENO CAP WITH ADS
GEOSYNTHETICS 601T NON-wOVEN GEOTEMILE
I '
Ki r=
STORMTECMENOCAP
CATCHBPSIN y.
oR
6
a
naHno e y`;
I F i
SUMPOEPTiTBDBY I k c7•.•.• .
SITE ESIGN ENGINEER
3E'600 mm M1IIN RECOMMENDED NIO IAYERS OF r103 GEOSVNTHETICS 315`MM WOVEN GEOTEXTILE BETNEEP
FOUNDATION STONE ANO CHM18ER5,CONTINIl0U5 FABRIC WITNOl1T SEAlAS
I I 2d'(600mm NOPEAGCESSPIPEREQUIftEO:MGi500,MCJ500,5G]OO,OG]80
825'].5m)MINWIIDE:MC-]50012'(J00 mm)HDPE ACCE55 PIPE REOUIRED:SG310
B'(2 0 mm HDPE FCCESS PIPE REQUIRED:SGI60LP 5'(t.5 m)MIN WIOE:OG'l60,SC]60
E'(1.Z m)MIN WI E:SG 10,SG160LP
4°` '` sek.:.l',
a
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2ti 3f.
L LI LLr
Exhibit A:Page 169 of 301
STEP 1
Inspect Isolator Row for sediment.
A)Inspection ports(if present)
i. Remove lid from floor box frame
ii. Remove cap from inspection riser
iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log.
iv. If sediment is at or above 3 inch depth,proceed to Step 2. If not, proceed to Step 3.
B)All Isolator Rows
i. Remove cover from manhole at upstream end of Isolator Row
ii. Using a flashlight, inspect down Isolator Row through outlet pipe
1. Mirrors on poles or cameras may be used to avoid a confined space entry
2. Follow OSHA regulations for confined space entry if entering manhole
iii. If sediment is at or above the lower row of sidewall holes(approximately 3 inches), proceed to Step 2.
If not, proceed to Step 3.
STEP 2
Clean out Isolator Row using the JetVac process.
A)A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable
B)Apply multiple passes of JetVac until backflush water is clean
C)Vacuum manhole sump as required
STEP 3
Replace all caps, lids and covers,record observations and actions.
STEP 4
Inspect&clean catch basins and manholes upstream of the StormTech system.
a
2
a)
a
SAMPLE MAINTENAIdCE LOG
L .
s.. .. p w
w, n . . ,. .
1 . 11,••.1 1
r
1 ' ''1 1
a .. •1 11 ! .:....1' ...: •1 li ... 1. 11 1 . , . ' I.. . 1 ' 1 1' 1 ..
i 1 1 1 ....
3/15/li 6,3 E inoine New it staLLwECoti. FCxed poCtiE Cs CI frwme wE D7ht
grade
9/24/11 6,2 0.l f E Some griE feLE SM
6/20/13 5.8 0.5 f E Mucky f eeL, debris vCSCble Un mwtnkole aind Ch N
IsoLaEor Row, mwCtiEehahce due.
7/7/13 6.3 f E o S sEervi eEEed w nd vacuumed D7M
a
a I ;_
u u L...
i
Exhibit A:Page 170 of 301
OP
S4'a av°ea^'Fo.G
Handy Park: Parking Lot and Prefabricated
g, t' % Building Improvement Project
Priority Public Project WQMPsurriv'
Appendix E: Geotechnical Infilfration Testing
Reference Only)
RFB 20-21.13:Page 147
Exhibit A:Page 171 of 301
LIMITED GEOTECHNICAL
INVESTIGATION
PROPOSED IMPROVEMENTS TO
EXISTING PARK
HAN DY PARK
2143 EAST OAKMONT AVENUE
ORANGE, CALIFORNIA
I
w
T I
E IR
PREPARED FOR
T ' II L RHA LANDSCAPE
ARCHITECTS-PLANNERS, INC.
RIVERSIDE, CALIFORNIA
PROJECT NO. W1115-88-01
JANUARY 14, 2020
RFB 20-21.13:Page 148
Exhibit A:Page 172 of 301
W E S T, I N C.
G E O T E C H N I C A L E N V I R O N M E N T A L M A T E R I A L S
ProjectNo. W1115-88-01
January 14,2019
Mr.Doug Grove
RHA Landscape Architects-Planners,Inc.
6800 Indiana Avenue, Suite 245
Riverside, California
Subject: LIMITED GEOTECHNICAL INVESTIGATION
PROPOSED IMPROVEMENTS TO EXISTING PARK
HANDY PARK
2143 EAST OAKMONT AVENUE
ORANGE,CALIFORNIA
Dear Mr. Grove:
In accordance with your authorization of our proposal, dated December 12,2019,we have performed a
limited geotechnical investigation for the proposed improvements to Handy Park lo'cated at 2143 East
Oakmont Avenue in the City of Orange, California. The accompanying report presents the findings of
our study,and our conclusions and recommendations pertaining to the geotechnical aspects of proposed
design and construction. Based on the results of our investigation, it is our opinion that the project can
be constructed as proposed provided the recommendations of this report are followed and implemented
during design and constnzction.
If you have any questions regarding this report, or if we may be of further service, please contact the
undersigned.
Very truly yours,
GEOCON WEST,INC.
OQROFESS/pH
y OER/q
q
O
z C 79694 G2 i
John Stapleton Harry Derkalousdian qT lVII. P
Staff Engineer PE 79694 F CAUF
EMAIL)Addressee
15520 Rockfield Boulevard,Suite J Irvine,CA 92618 Telephone (949)491-6570 oc@geoconinc.com
RFB 20-21.13:Page 149
Exhibit A:Page 173 of 301
TABLE OF CONTENTS
1. PURPOSE AND SCOPE.................................................................................................................1
2. SITE AND PROJECT DESCRIPTION...........................................................................................1
3. SOIL AND GEOLOGIC CONDITIONS.........................................................................................2
3.1 Artificial Fill..........................................................................................................................2
3.2 Alluvium................................................................................................................................2
4. GROUNDWATER.........:.................................................................................................................2
5. SEISMIC DESIGN CRITERIA.......................................................................................................4
6. CONCLUSIONS AND RECOMMENDATIONS...........................................................................6
6.1 General...................................................................................................................................6
6.2 Soil and Excavation Characteristics.......................................................................................8
6.3 Minimum Resistivity,pH,and Water-Soluble Sulfate..........................................................8
6.4 Grading..................................................................................................................................9
6.5 Shrinkage.............................................................................................................................12
6.6 Conventional Foundation Design........................................................................................12
6.7 Foundation Settlement............................................................................................:............13
6.8 Miscellaneous Foundations..................................................................................................14
6.9 Lateral Design......................................................................................................................14
6.10 Concrete Slabs-On-Grade....................................................................................................15
6.11 Pavement Recommendations..............................................................:................................16
6.12 Temporary Excavations.....................................................................:.:...............................18
6.13 Stormwater Infiltration...................................................:.......:...:.........................................18
6.14 Surface Drainage.......................................................................:..........................................20
6.15 Plan Review.........................................................................................................................20
LIMITATIONS AND UNIFORMITY OF CONDITIONS
LIST OF REFERENCES
MAPS,TABLES,AND ILLUSTRATIONS
Figure 1,Vicinity Map
Figure 2, Site Plan
Figure 3,Percolation Test Calculation
APPENDIX A
FIELD INVESTIGATION
Figures A1 through A4,Boring Logs
APPENDIX B
LABORATORY TESTING
Figures B 1 through B3,Direct Shear Test Results
Figures B4 and B5,Consolidation Test Results
Figures B6 and B7,Modified Compaction Test of Soils
Figure B8,Expansion Index Test Results
Figure B9,Corrosivity Test Results
Figure B10,R-Value Test Results
RFB 20-21.13:Page 150
Exhibit A:Page 174 of 301
LIMITED GEOTECHNICAL INVESTIGATION
1. PURPOSE AND SCOPE
This report presents the results of a limited geotechnical investigation for the proposed improvements to
Handy Park located at 2143 East Oakmont Avenue in the City of Orange, California(see Vicinity Map,
Figure 1). The purpose of the investigation was to evaluate subsurface soil and geologic conditions
underlying the site and,based on conditions encountered,to provide conclusions and recommendations
pertaining to the geotechnical aspects of design and construction.
The scope of this investigation included a site reconnaissance, field exploration, laboratory testing,
engineering analysis,and the preparation of this report.The site was explored on December 10,2019,by
excavating four 4-inch diameter borings to depths ranging from approximately 2 to 4 feet below the
existing ground surface using manual hand auger equipment and digging tools. The approximate
locations of the exploratory borings are depicted on the Site Plan (see Figure 2). A detailed discussion
of the field investigation,including boring logs,is presented in Appendix A.
Laboratory tests were perfortned on selected soil samples obtained during the investigation to determine
pertinent physical and chemical soil properties. Appendix B presents a summary of the laboratory test
results.
The recommendations presented herein are based on analysis of the data obtained during the investigation
and our experience with similar soil and geologic conditions.References reviewed to prepare this report
are provided in the List of References section.
If proj ect details vary significantly from those described herein,Geocon should be contacted to deternune
the necessity for review and possible revision of this report.
2. SITE AND PROJECT DESCRIPTION
The subject property is located at 2143 East Oakmont Avenue in the City of Orange, California.
The property is bounded by East Collins Avenue to the north,by single-story, sirigle-family residential
structures and East Carrie Street to the south,by single-story,single-family residential structures,Handy
Elementary School, East Oakmont Avenue and North Markwood Street to the east, and by State Route
55 freeway to the west. The subject property is occupied by the existing Handy Park that is developed
with three existing one-story structures, baseball fields, sand volleyball courts, playground equipment
and recreational lawn areas. The area of proposed improvements is roughly level with no pronounced
highs or lows. Surface water drainage at the site appears to be by sheetflow along the existing ground
contours to existing area drains and the city streets.Vegetation on site consists of shrubs,grass and trees.
Geocon Project No.W I 115-88-01 1 - January 14,2020
RFB 20-21.13:Page 151
Exhibit A:Page 175 of 301
Based on the information provided by the Client,it is our understanding that the proposed improvements
will consist of a new single-story,pre-fabricated classroom stnzcture and parking lot improvements.
Based on the preliminary nature of the design at this time, wall or column loads were not available.
It is anticipated that wall loads will be up to 2.5 kips per linear foot and column loads will be up to
50 kips.
Any changes in the design, location or elevation of any improvements,as outlined in this report, should
be reviewed by this office.Geocon should be contacted to determine the necessity for review and possible
revision of this report.
3. SOIL AND GEOLOGIC CONDITIONS
Based on our field investigation and published geologic maps of the area,the site is underlain by artificial
fill and Pleistocene age alluvial fan deposits consisting of gravel, sand and silt (Morton, 1999;1 CGS,
2012). Detailed stratigraphic profiles of the materials encountered at the site are provided on the boring
logs in Appendix A.
3.1 Artificial Fill
Artificial fill was encountered in our explorations to a maximum depth of 21/z feet below the existing
ground surface.The artificial fill generally consists of brown to yellowish brown fine-to medium-grained
silty sand and sandy silt. The artificial fill is characterized as moist and medium dense or firm. The fill
is likely the result of past grading or construction activities at the site. Deeper fill may exist between
excavations and in other portions of the site that were not directly explored.
3.2 Alluvium
Pleistocene age alluvial fan deposits were encountered beneath the fill.The alluvium generally consists
of light brown to brown and yellowish brown interbedded poorly graded sand and silty sand with varying
amounts of fine to coarse gravel. The alluvium is characterized as moist and loose to medium dense.
4. GROUNDWATER
Based on a review of the Seismic Hazard Zone Report of the Orange Quadrangle, (California Division
of Mines and Geology [CDMG], 2001), the historically highest groundwater level in the area is greater
than approximately 40 feet beneath the ground surface. Groundwater information presented in this
document is generated from data collected in the early 1900's to the late 1990s. Based on current
groundwater basin management practices, it is unlikely that groundwater levels will ever exceed the
historic high levels.
Geocon Project No.W1115-88-01 2- January 14,2020
RFB 20-21.13:Page 152
Exhibit A:Page 176 of 301
Groundwater was not encountered in our field explorations, drilled to a maximum depth of 4 feet below
the existing ground surface.Based on the absence of groundwater in our explorations,the reported depth
of the historic high groundwater level,and the on-grade nature o'the proposed construction,groundwater
is not expected to be encountered during construction or have a detrimental effect on the project.
However, it is not uncommon for groundwater levels to vary seasonally or for groundwater seepage
conditions to develop where none previously existed,especially in impermeable fine-grained soils which
are heavily irrigated or after seasonal rainfall.In addition,recent requirements for stormwater infiltration
could result in shallower seepage conditions in the immediate site vicinity. Proper surface drainage of
irrigation and precipitation will be critical for future performance of the project. Recommendations for
drainage are provided in the Sacrface Drainage section of this report(see Section 6.14).
Geocon Project No.W 1115-88-01 3 - January 14,2020
RFB 20-21.13:Page 153
Exhibit A:Page 177 of 301
5. SEISMIC DESIGN CRITERIA
The following table summarizes summarizes site-specific design criteria obtained from the 2019
California Building Code(CBC;Based on the 2018 International Building Code[IBC]and ASCE 7-16),
Chapter 16 Structural Design, Section 1613 Earthquake Loads.The data was calculated using the online
application Seismic Design Maps, provided by OSHPD. The short spectral response uses a period of
0.2 second. We evaluated the Site Class based on the discussion in Section 1613.2.2 of the 2019 CBC
and Table 203-1 of ASCE 7-16. The values presented below are for the risk-targeted maximum
considered earthquake(MCER).
2019 CBC SEISMIC DESIGN PARAMETERS
Parameter Value 2019 CBC Reference
Site Class D Section 1613.2.2
MCER Ground Motion Spectral Response
1.399g Figure 1613.2.1(1)
Acceleration—Class B(short),Ss
MCER Ground Motion Spectral Response
0.498g Figure 1613.2.1(2)
Acceleration—Class B(1 sec),S
Site Coefficient,FA 1.0 Table 1613.2.3(1)
Site Coefficient,F 1.802* Table 1613.23(2)
Site Class Modified MCER Spectral Response
1399g Section 1613.2.3 (Eqn 16-36)
Acceleration(short),SMs
Site Class Modified MCER Spectral Response
0.897g* Section 1613.2.3(Eqn 16-37)
Acceleration—(1 sec),SMi
5%Damped Design
Spectral Response Acceleration(short),SDs
0.933g Section 1613.2.4(Eqn 16-38)
5%Damped Design
0.598g* Section 1613.2.4(Eqn 16-39)
Spectral Response Acceleration(1 sec),SDl
Note:
Per Section 11.4.8 of ASCE/SEI 7-16,a ground motion hazard analysis shall be performed for
projects for Site Class"E"sites with Ss greater than or equal to 1.Og and for Site Class"D"and
E"sites with S 1 greater than 0.2g.Section 11.4.8 also provides exceptions which indicates that
the ground motion hazard analysis may be waived provided the exceptions are followed.Using
the code based values presented in the table above, in lieu of a performing a ground motion
hazard analysis,requires the exceptions outlined in ASCE 7-16 Section 11.4.8 be followed.
Geocon Project No.W 1115-88-01 4- January 14,2020
RFB 20-21.13:Page 154
Exhibit A:Page 178 of 301
The table below presents the mapped maximum considered geometric mean (MCE) seismic design
parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE
7-16.
ASCE 7-16 PEAK GROUND ACCELERATION
Parameter Value ASCE 7-16 Reference
Mapped MCE Peak Ground Acceleration,
0.584g Figure 22-7
PGA
Site Coefficient FpGA 1.1 Table 11.8-1
Site Class Modified MCE Peak Ground
0.642g Section 11.83 (Eqn 11.8-1)
Acceleration,PGAM
The Maximum Considered Earthquake Ground Motion(MCE) is the level of ground motion that has a
2 percent chance of exceedance in 50 years,with a statistical return period of 2,475 years.According to
the 2019 California Building Code and ASCE 7-16, the MCE is to be utilized for the evaluation of
liquefaction, lateral spreading, seismic settlements, and it is our understanding that the intent of the
Building code is to maintain"Life Safety"during a MCE event.The Design Earthquake Ground Motion
DE) is the level of ground motion that has a 10 percent chance of exceedance in 50 years, with a
statistical return period of 475 years.
Deaggregation of the MCE peak ground acceleration was performed using the USGS online Unified
Hazard Tool,2014 Conterminous U.S.Dynamic edition(v4.2.0).The result of the deaggregation analysis
indicates that the predominant earthquake contributing to the MCE peak ground acceleration is
characterized as a 6.64 magnitude event occurring at a hypocentral distance of 13.72 kilometers from the
site.
Deaggregation was also performed for the Design Earthquake (DE) peak ground acceleration, and the
result of the analysis indicates that the predominant earthquake contributing to the DE peak ground
acceleration is characterized as a 6.60 magnitude occurring at a hypocentral distance of 19.15 kilometers
from the site.
Conformance to the criteria in the above tables for seismic design does not constitute any kind of
guarantee or assurance that significant structural damage or ground failure will not occur if a large
earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since
such design may be economically prohibitive.
Geocon Project No.W 1115-88-01 S- January l4,2020
RFB 20-21.13:Page 155
Exhibit A:Page 179 of 301
6. CONCLUSIONS AND RECOMMENDATIONS
6.1 General
6.1.1 It is our opinion that neither soil nor geologic conditions were encountered during the
investigation that would preclude the construction of the proposed improvements provided the
recommendations presented herein are followed and implemented during design and
construction.
6.1.2 Up to 2`h feet of existing artificial fill was encountered during the site investigation.
The existing fill encountered is believed to be the result of past grading and construction
activities at the site. Deeper fill may exist in other areas of the site that were not directly
explored.The existing fill,in its present condition,is not suitable for direct support of proposed
foundations and slabs. The existing fill and site soils are suitable for re-use as engineered fill
provided the recommendations in the Grading section of this report are followed(see Section
6.4).
6.1.3 Based on these considerations, the proposed structure may be supported on conventional
shallow spread foundations deriving support in newly placed engineered fill subsequent to the
recommended grading.Recommendations for the design of a conventional foundation system
are provided in Section 6.6.
6.1.4 As a minimum, it is recommended that the upper 4 feet of existing earth materials in the
building footprint area be excavated and properly compacted for foundation and slab support.
Deeper excavations should be conducted as needed to remove any deeper fill or soft soils
as necessary at the direction of the Geotechnical Engineer (a representative of Geocon).
The excavation should extend laterally a minimum distance of 3 feet beyond the building
footprint areas,including building appurtenances,or a distance equal to the depth of fill below
the foundation,whichever is greater.Proposed building foundations should be underlain by a
minimum of 2 feet of newly placed engineered fill. The limits of existing fill and/or soft soil
removal will be verified by the Geocon' representative during site grading activities.
Recommendations for earthwork are provided in the Grading section of this report(see Section
6.4).
6.1.5 All excavations must be observed and approved in writing by the Geotechnical Engineer (a
representative of Geocon).
Geocon Project No.W 1115-88-01 fl- January 14,2020
RFB 20-21.13:Page 156
Exhibit A:Page 180 of 301
6.1.6 It is anticipated that stable excavations for the recommended grading associated with the
proposed stntcture can be achieved with sloping measures. However, if excavations in close
proximity to an adjacent property line and/or structure are required, special excavation
measures may be necessary in order to maintain lateral support of offsite improvements.
Excavation recommendations are provided in the Temporary Excavations section of this report
Section 6.12).
6.1.7 Foundations for small outlying structures, such as block walls up to 6 feet high,planter walls
or trash enclosures, which will not be tied to the proposed structure, may be supported on
conventional foundations bearing on a minimum of 12 inches of newly placed engineered fill
which extends laterally at least 12 inches beyond the foundation area. Where excavation and
proper compaction cannot be performed or is undesirable, foundations may derive support
directly in the undisturbed alluvial soils and should be deepened as necessary to maintain a
minimum 12-inch embedment into the recommended bearing materials.If the soils exposed in
the excavation bottom are soft or loose,compaction of the soils will be required prior to placing
steel or concrete. Compaction of the foundation excavation bottom is typically accomplished
with a compaction wheel or mechanical whacker and must be observed and approved in
writing by a Geocon representative.
6.1.8 Where new paving or hardscape is to be placed, it is recommended that all existing fill be
excavated and properly compacted for paving support. The client should be aware that
excavation and compaction of all existing fill in the area of new paving is not required;
however,paving constructed over existing uncertified fill may experience increased settlement
and/or cracking and may therefore have a shorter design life and increased maintenance costs.
As a minimum,the upper 12 inches of subgrade soil should be excavated,moisture conditioned
to optimum moisture content, and properly compacted for paving support. Paving
recommendations are provided in Concrete Slabs-on-Grade section of this report(see Section
6.9).
6.1.9 Based on the results of percolation testing performed, a stormwater infiltration system is
considered feasible for this project. Additional discussion is provided in the Stormwater
Infiltration section of this report(see Section 6.13)
6.1.10 Once the design and foundation loading configuration for the proposed improvements
proceeds to a more finalized plan,the recommendations within this report should be reviewed
and revised, if necessary. Based on the final foundation loading configurations, the potential
for settlement should be re-evaluated by this office.
Geocon Project No.W1115-88-01 7- January 14,2020
RFB 20-21.13:Page 157
Exhibit A:Page 181 of 301
6.1.11 Any changes in the design,location or elevation,as outlined in this report,should be reviewed
by this office. Geocon should be contacted to determine the necessity for review and possible
revision of this report.
6.2 Soil and Excavation Characteristics
6.2.1 The in-situ soils can be excavated with moderate effort using conventional excavation
equipment. Some caving should be anticipated in unshored excavations, especially where
granular soils are encountered.
6.2.2 It is the responsibility of the contractor to ensure that all excavations and trenches are properly
shored and maintained in accordance with applicable OSHA rules and regulations to maintain
safery and maintain the stability of existing adjacent improvements.
6.2.3 All onsite excavations must be conducted in such a manner that potential surcharges from
existing structures,construction equipment,and vehicle loads are resisted.The surcharge area
may be defiried by a 1:1 projection down and away from the bottom of an existing foundation
or vehicle load.Penetrations below this 1:1 projection will require special excavation measures
such as sloping or shoring. Excavation recommendations are provided,in the Temporary
Excavations section of this report(see Section 6.12).
6.2.4 The upper 4 feet of the soils encountered during the field investigation are considered to be
non-expansive" (expansion index [EI] of 0) as defined by 2019 California Building Code
CBC) Section 1803.5.3. Recommendations presented herein assume that the building
foundations and slabs will derive support in these materials.
6.3 Minimum Resistivity, pH, and Water-Soluble Sulfate
63.1 Potential of Hydrogen (pH) and resistivity testing as well as chloride content testing were
performed on representative samples of soil to generally evaluate the corrosion potential to
surface utilities. The tests were performed in accordance with California Test Method Nos.
643 and 422 and indicate that the soils are considered"corrosive"with respect to corrosion of
buried ferrous metals on site. The results are presented in Appendix B(Figure B9)and should
be considered for design of underground structures.Due to the corrosive potential of the soils,
it is recommended that PVC,ABS or other approved plastic piping be utilized in lieu of cast-
iron when in direct contact with the site soils.
Geocon Project No.W 1115-88-01 g- January 14,2020
RFB 20-21.13:Page 158
Exhibit A:Page 182 of 301
6.3.2 Laboratory tests were performeii on representative samples of the on-site soil to measure the
percentage of water-soluble sulfate content.Results from the laboratory water-soluble sulfate
tests are presented in Appendix B (Figure B29) and indicate that the on-site soil possess a
moderate"(S1)sulfate exposure to concrete structures as defined by 2019 CBC Section 1904
and ACI 318-14 Table 193.1.1.The table below presents a summary of concrete requirements
set forth by 2019 CBC Section 1904 and ACI 318. The presence of water-soluble sulfates is
not a visually discernible characteristic;therefore,other soil samples from the site could yield
different concentrations. Additionally, over time landscaping activities (i.e., addition of
fertilizers and other soil nutrients)may affect the concentration.
REQUIREMENTS FOR CONCRETE EXPOSED TO
SULFATE-CONTAINING SOLUTIONS
Water-Soluble
Cement Maximum Minimum
Sulfate Exposure Type Water to Compressive
Exposure Class
Sulfate Percent
ASTM Cement Ratio Strength
by Weight
C150)by Weight psi)
Not
Applicabl SO SO4<0.10 2,500
e
Moderate Sl 0.10<SOa<0.20 II 0.50 4,000
Severe S2 0.20<SO4<2.00 V 0.45 4,500
Very S3 SOa>2.00
V+Pozzola
0.45 4,500
Severe n or Slag
6.33 Geocon West, Inc. does not practice in the field of corrosion engineering and mitigation.
If corrosion sensitive improvements are planned, it is recommended that a corrosion engineer
be retained to evaluate corrosion test results and incorporate the necessary precautions to avoid
premature corrosion of buried metal pipes and concrete structures in direct contact with the
soils.
6.4 Grading
6.4.1 Grading consisting of preparation of building pad and subgrade for paving areas is anticipated
for this project.
6.4.2 A preconstruction conference should be held at the site prior to the beginning of grading
operations with the owner,contractor,civil engineer,geotechnical engineer,and,if applicable,
building official in attendance. Special soil handling requirements can be discussed at that
time.
Geocon Project No.Wl l 15-88-01 9- January 14,2020
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Exhibit A:Page 183 of 301
6.4.3 Earthwork should be observed, and compacted fill tested by representatives of Geocon West,
Inc. The existing fill and alluvial soils encountered during exploration are suitable for re-use
as an engineered fill, provided any encountered oversize material(greater than 6 inches) and
any encountered deleterious debris is removed. Deleterious debris, such as wood, should be
exported from the site and should not be mixed with the fill soils.Asphalt and concrete should
not be mixed with the fill soils unless approved by the Geotechnical Engineer. All existing
underground improvements planned for removal should be completely excavated and the
resulting depressions properly backfilled in accordance with the procedures described herein.
6.4.4 As a minimum, it is recommended that the upper 4 feet of existing earth materials within the
proposed building footprint area be excavated and properly compacted for foundation and slab
support. Deeper excavations should be conducted as necessary to remove deeper artificial fill
or soft alluvial soil at the direction of the Geotechnical Engineer(a representative of Geocon).
Proposed building foundations should be underlain by a minimum of 2 feet of newly placed
engineered fill. Excavations should extend laterally a minimum distance of 3 feet beyond the
building footprint areas, including building appurtenances, or a distance equal to the depth of
fill below the foundation, whichever is greater. The limits of existing fill and/or soft alluvial
soils removal will be verified by the Geocon representative during site grading activities.
6.4.5 All excavations must be observed and approved in writing by the Geotechnical Engineer
a representative of Geocon). Prior to placing any fill, the upper 12 inches of the excavation
bottom must be scarified,moisture conditioned to optimum moisture content,and proof-rolled
with heavy equipment in the presence of the Geotechnical Engineer (a representative of
Geocon West,Inc.).
6.4.6 All fill and backfill soils should be placed in horizontal loose layers approximately 6 to
8 inches thick, moisture conditioned to optimum moishire content, and compacted to at least
90 percent relative compaction,as determined by ASTM Test Method D 1557(latest edition).
6.4.7 It is anticipated that stable excavations for the recommended grading can be achieved with
sloping measures. However, if excavations in close proximity to an adjacent property line
and/or structure are required, special excavation measures may be necessary in order to
maintain lateral support of the existing offsite improvements. Excavation recommendations
are provided in the Temporary Excavations section of this report(Section 6.12).
Geocon Project No.W1115-88-01 10- January 14,2020
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Exhibit A:Page 184 of 301
6.4.8 Foundations for small outlying structures, such as block walls up to 6 feet high,planter walls
or trash enclosures, which will not be tied to the proposed building, may be supported on
conventional foundations deriving support on a minimum of 12 inches of newly placed
engineered fill which extends laterally at least 12 inches beyond the foundation area. Where
excavation and proper compaction cannot be performed or is undesirable, foundations may
derive support directly in the undisturbed alluvial soils and should be deepened as necessary
to maintain a minimum 12 inch embedment into the recommended bearing materials: If the
soils exposed in the excavation bottom are soft or loose, compaction of the soils will be
required prior to placing steel or concrete.Compaction of the foundation excavation bottom is
typically accomplished with a compaction wheel or mechanical whacker and must be observed
and approved by a Geocon representative.
6.4.9. Where new paving or hardscape is to be placed, it is recommended that all existing fill and
soft alluvium be excavated and properly compacted for paving support. The client should be
aware that excavation and compaction of all existing fill and soft alluvial soils in the area of
new paving is not required; however, paving constructed over existing uncertified fill or
unsuitable alluvial soil may experience increased settlement and/or cracking, and may
therefore have a shorter design life and increased maintenance costs.As a minimum,the upper
12 inches of soil should be excavated,moisture conditioned to optimum moisture content,and
compacted to at least 95 percent relative compaction,as determined by ASTM Test Method D
1557 (latest edition). Paving recommendations are provided in Pavement Recommendations
section of this report(see Section 6.11).
6.4.10 Utility trenches should be properly backfilled in accordance with the requirements of the Green
Book (latest edition). The pipe should be bedded with clean sands (Sand Equivalent greater
than 30),to a depth of at least 1 foot over the pipe,and the bedding material must be inspected
and approved in writing by the Geotechnical Engineer(a representative of Geocon). The use
of gravel is not acceptable unless used in conjunction with filter fabric to prevent the gravel
from having direct contact with soil.The remainder of the trench backfill may be derived from
onsite soil or approved import soil, compacted as necessary,until the required compaction is
obtained. The use of 2-sack slurry is also acceptable as backfill. Prior to placing any bedding
materials or pipes, the excavation bottom must be observed and approved in writing by the
Geotechnical Engineer(a representative of Geocon).
Geocon Project No.W l l(5-88-01 11 - January 14,2020
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Exhibit A:Page 185 of 301
6.4.11 Although not anticipated for this project, all imported fill shall be observed, tested, and
approved by Geocon West,Inc.prior to bringing soil to the site. Rocks larger than 6 inches in
diameter shall not be used in the fill. If necessary, import soils used as structural fill should
have an expansion index less than 20 and corrosivity properties that are equally or less
detrimental to that of the existing onsite soils (see Figure B9). Import soils placed in the
building area should be placed uniformly across the building pad or in a manner that is
approved by the Geotechnical Engineer(a representative of Geocon).
6.4.12 All trench and foundation excavation bottoms must be observed and approved in writing by
the Geotechnical Engineer (a representative of Geocon), prior to pla.cing bedding materials,
fill,steel,gravel or concrete.
6.5 Shrinkage
6.5.1 Shrinkage results when a volume of material removed at one density is compacted to a higher
density.A shrinkage factor between 10 and 20 percent should be anticipated when excavating
and compacting the upper 4 feet of existing earth materials on the site to an average relative
compaction of 92 percent.
7.4.2 If import soils will be utilized in the building pad, the soils must be placed uniformly and at
equal thickness at the direction of the Geotechnical Engineer (a representative of Geocon
West, Inc.). Soils can be borrowed from non-building pad areas and later replaced with
imported soils.
6.6 Conventional Foundation Design
6.6.1 The proposed structure may be supported on a conventional spread foundation system deriving
support exclusively in the newly placed engineered fill subsequent to the recommended
grading.
6.6.2 Continuous footings may be designed for an allowable bearing capacity of 1,800 pounds per
square foot (ps and should be a minimum of 12 inches in width, 18 inches in depth below
the lowest adjacent grade,and 12 inches into the recommended bearing material.
6.6.3 Isolated spread foundations may be designed for an allowable bearing capacity of 2,400 psf,
and should be a minimum of 24 inches in width, 18 inches in depth below the lowest adjacent
grade,and 12 inches into the recommended bearing materials.
6.6.4 The soil bearing pressure above may be increased by 300 psf and 600 psf for each additional
foot of foundation width and depth, respectively, up to a maximum allowable soil bearing
value of 3,000 psf.
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s Exhibit A:Page 186 of 301
6.6.5 The allowable bearing pressures may be increased by one-third for transient loads due to wind
or seismic forces.
6.6.6 If depth increases are utilized for the exterior wall footings, this office should be provided a
copy of the final construction plans so that the excavation recommendations presented herein
could be properly reviewed and revised if necessary.
6.6.7 . Continuous footings should be reinforced with four No. 4 steel reinforcing bars, two placed
near the top of the footing and two near the bottom.Reinforcement for spread footings should
be designed by the project structural engineer.
6.6.8 The above foundation dimensions and minimum reinforcement recommendations are based
on soil conditions and building code requirements only and are not intended to be used in lieu
of those required for structural purposes.
6.6.9 No special subgrade presaturation is required prior to placement of concrete. However, the
slab and foundation subgrade should be sprinkled as necessary;to maintain a moist condition
as would be expected in any concrete placement.
6.6.10 Foundation excavations should be observed and approved in writing by the Geotechnical
Engineer(a.representative of Geocon West, Inc.), prior to the placement of reinforcing steel
and concrete to verify that the excavations and exposed soil conditions are consistent with
those anticipated. If unanticipated soil conditions are encountered, foundation modifications
may be required.
6.6.11 Once the design and foundation. loading configurations for the proposed improvements
proceeds to a more finalized plan,the estimated settlements presented in this report should be
reviewed and revised, if necessary. If the final foundation loading configurations are greater
than the assumed loading conditions,the potential for settlement should be reevaluated by this
office.
6.7 Foundation Settlement
6.7.1 The maximum expected static settlement for structures supported on a conventional
foundation system deriving support in engineered fill and with a maximum allowable bearing
value of up to 3,000 psf is estimated to be less than'/z inch and occur below the heaviest loaded
structural element. A majority of the settlement of the foundation system is expected to occur
on initial application of loading.Differential settlement is not expected to exceed'/a inch over
a distance of 20 feet.
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Exhibit A:Page 187 of 301
6.7.2 Once the design and foundation loading configurations for the proposed structures proceed to
a more finalized plan, the estimated settlements presented in this report should be reviewed
and revised, if necessary. If the final foundation loading configurations are greater than the
assumed loading conditions,the potential for settlement should be reevaluated by this office.
6.8 Miscellaneous Foundations
6.8.1 Foundations for small outlying structures, such as block walls up to 6 feet in height, planter
walls or trash enclosures may be supported on conventional foundations bearing on a minimum
of 12 inches of newly placed engineered fill which extends laterally at least 12 inches beyond
the foundation area.Where excavation and compaction cannot be performed or is undesirable,
such as adjacent to property lines, foundations may be deepened as necessary to maintain a
minimum 12-inch embedment into the undisturbed alluvial soils.
6.8.2 If the soils exposed in the excavation bottom are soft, compaction of the soft soils will be
required prior to placing steel or concrete. Compaction of the foundation excavation bottom is
typically accomplished with a compaction wheel or mechanical whacker and must be observed
and approved by a Geocon representative. Miscellaneous foundations may be designed for
a bearing value of 1,500 psf and should be a minimum of 12 inches in width, 18 inches in
depth below the lowest adjacent grade and 12 inches into the recommended bearing material.
The allowable bearing pressure may be increased by up to one-third for transient loads due to
wind or seismic forces.
6.8.3 Foundation excavations should be observed and approved in writing by the Geotechnical
Engineer(a representative of Geocon West, Inc.),prior to the placement of reinforcing steel
and concrete to verify that the excavations and exposed soil conditions are consistent with
those anticipated.
6.9 Lateral Design
6.9.1 Resistance to lateral loading may be provided by friction acting at the base of foundations,
slabs and by passive earth pressure. An allowable coefficient of friction of 0.40 may be used
with the dead load forces in alluvial soils or newly placed engineered fill.
6.9.2 Passive earth pressure for the sides of foundations and slabs poured against undisturbed
alluvial soils and newly placed engineered fill may be computed as an equivalent fluid having
a density of 260 pounds per cubic foot (pc fl with a maximum earth pressure of 2,600 psf.
When combining passive and friction for lateral resistance of conventional foundations, the
passive component should be reduced by one-third.
Geocon Project No.W 1115-88-01 14- 7anuary 14,2020
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Exhibit A:Page 188 of 301
6.10 Concrete Slabs-On-Grade
6.10.1 Exterior concrete slabs-on-grade subject to vehicle loading should be designed in accordance
with the recommendations in the Pavement Recommendations section of this report (Section
6.11).
6.10.2 Subsequent to the recommended grading, concrete slabs-on-grade for structures, not subject
to vehicle loading, should be a minimum of 4 inches thick and minimum slab reinforcement
should consist of No. 3 steel reinforcing bars placed 18 inches on center in both horizontal
directions. Steel reinforcing should be positioned vertically near the slab midpoint.
6.10.3 Slabs-on-grade at the ground surface that may receive moisture-sensitive floor coverings or
may be used to store moisture-sensitive materials should be underlain by a vapor retarder
placed directly beneath the slab. The vapor retarder and acceptable permeance should be
specified by the project architect or developer based on the type of floor covering that.will be
installed. The vapor retarder design should be consistent with the guidelines presented in
Section 9.3 of the American Concrete Institute's(ACI)Guide for Concrete Slabs that Receive
Moisture-Sensitive Flooring Materials (ACI 302.2R-06) and should be installed in general
conformance with ASTM E 1643 (latest edition) and the manufacturer's recommendations.
A minimum thickness of 15 mils extruded polyolefin plastic is recommended;vapor retarders
which contain recycled content or woven materials are not recommended.The vapor retarder
should have a permeance of less than 0.01 perms demonstrated by testing before and after
mandatory conditioning. The vapor retarder should be installed in direct contact with the
concrete slab with proper perimeter seal. If the California Green Building Code requirements
apply to this project, the vapor retarder should be underlain by 4 inches of clean aggregate.
It is important that the vapor retarder be puncture resistant since it will be in direct contact
with angular gravel. As an alternative to the clean aggregate suggested in the Green Building
Code, it is our opinion that the concrete slab-on-grade may be underlain by a vapor retarder
over 4 inches of clean sand (sand equivalent greater than 30), since the sand will serve a
capillary break and will minimize the potential for punctures and damage to the vapor barrier.
6.10.4 For seismic design purposes,a coefficient of friction of 0.40 may be utilized between concrete
slabs and subgrade soils without a moisture barrier,and 0.15 for slabs underlain by a moisture
barrier.
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Exhibit A:Page 189 of 301
6.10.5 Exterior slabs for walkways or flatwork,not subject to traffic loads,should be at least 4 inches
thick and reinforced with No. 3 steel reinforcing bars placed 18 inches on center in both
horizontal directions, positioned near the slab midpoint. Prior to construction of slabs, the
upper 12 inches of subgrade should be moistened to optimum moisture content and properly
compacted to at least 95 percent relative compaction,as determined by ASTM Test Method D
1557(latest edition). Crack control joints should be spaced at intervals not greater than 10 feet
and should be constructed using saw-cuts or other methods as soon as practical following
concrete placement. Crack control joints should extend a minimum depth of one-fourth the
slab thickness.The project structural engineer should design construction joints as necessary.
6.10.6 The recommendations of this report are intended to reduce the potential for cracking of slabs
due to settlement. However, even with the incorporation of the recommendations presented
herein,foundations,stucco walls,and slabs-on-grade may exhibit some cracking due to minor
soil movement and/or concrete shrinkage. The occurrence of concrete shrinkage cracks is
independent of the supporting soil characteristics. Their occurrence may be reduced and/or
controlled.by limiting the slump of the concrete, proper concrete placement and curing, and
by the placement of crack control joints at periodic intervals, in particular, where re-entrant
slab corners occur.
6.11 Pavement Recommendations
6.11.1 Where new paving is to be placed,it is recommended that all existing fill and soft or unsuitable
materials be excavated and properly recompacted for paving support. The client should be
aware that excavation and compaction of all existing artificial fill and soft soils in the area of
new paving is not required;however,paving constructed over existing unsuitable material may
experience increased settlement and/or cracking,and may therefore have a shorter design life
and increased maintenance costs. As a minimum, the upper 12 inches of paving subgrade
should be scarified, moisture conditioned to optimum moisture content, and properly
compacted to at least 95 percent relative compaction,as determined by ASTM Test Method D
1557(latest edition).
6.11.2 The following pavement sections are based on a site-specific laboratory R-Value of 41.
If import soils are utilized, and once site grading activities are complete, additional R-value
testing can be conducted to confirm the properties of the soils serving as paving subgrade,
prior to placing pavement.
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Exhibit A:Page 190 of 301
6.11.3 The Traffic Indices listed below are estimates. Geocon does not practice in the field of traffic
engineering. The actual Traffic Index for each area should be determined by the project civil
engineer. If pavement sections for Traffic Indices other than those listed below are required,
Geocon should be contacted to provide additional recommendations. Pavement thicknesses
were determined following procedures outlined in the California Highway Design Manual
Caltrans). It is anticipated that the majority of traffic will consist of automobile and large
truck traffic.
PAVEMENT DESIGN SECTIONS
Location
Estimated Traffic Asphalt Concrete Class 2 Aggregate
Index(TI) inches) Base(inches)
Automobile Parking
4.0 3.0 4.0
And Driveways
Trash Truck&
0 4.0 7.0
Fire Lanes
6.11.4 Asphalt concrete should conform to Section 203-6 of the"Standard Specifications foY Public
Works Constn ction" (Green Book). Class 2 aggregate base materials should conform to
Section 26-1.02A of the "Standard Specifications of the State of California, Department of
Transpof•tation" (Caltrans). The use of Crushed Miscellaneous Base in lieu of Class 2
aggregate base is acceptable.Crushed Miscellaneous Base should conform to Section 200-2.4
of the"Standard Specifications for Public Works Constn ction"(Green Book).
6.11.5 Unless specifically designed and evaluated by the project structural engineer, where exterior
concrete paving will be utilized for support of vehicles, it is recommended that the concrete
be a minimum of 6 inches of concrete reinforced with No. 3 steel reinforcing bars placed
18 inches on center in both horizontal directions. Concrete paving supporting vehicular traffic
should be underlain by a minimum of 4 inches of aggregate base and a properly compacted
subgrade. The subgrade and base material should be compacted to 95 percent relative
compaction,respectively,as determined by ASTM Test Method D 1557 (latest edition).
6.11.6 The performance of pavements is highly dependent upon providing positive surface drainage
away from the edge of pavements.Ponding of water on or adjacent to the pavement will likely
result in saturation of the subgrade materials and subsequent cracking, subsidence and
pavement distress. If planters are planned adjacent to paving, it is recommended that .the
perimeter curb be extended at least 12 inches below the bottom of the aggregate base to
minimize the introduction of water beneath the paving.
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Exhibit A:Page 191 of 301
6.12 Temporary Excavations
6.12.1 Excavations up to 4 feet in height may be required grading and foundation excavations.
The excavations are expected to expose artificial fill and alluvial soils, which are suitable for
vertical excavations up to 5 feet in height where loose soils or caving sands are not present,
and where not surcharged by adjacent traffic or structures.
6.12.2 Vertical excavations greater than 5 feet or where surcharged by existing structures will require
sloping or shoring measures in order to provide a stable excavation. Where sufficient space is
available,temporary unsurcharged slopes may be sloped back at a uniform 1:1 slope gradient
or flatter,up to a maximum height of 12 feet.A uniform slope does not have a vertical portion.
6.12.3 If excavations in close proximity to an adjacent property line and/or structure are required,
special excavation measures such as slot-cutting or shoring may be necessary in order to
maintain lateral support of offsite improvements. Recommendations for special temporary
excavation measures can be provided under separate cover,if necessary.
6.12.4 Where temporary construction slopes are used, the top of the slope should be barricaded to
prevent vehicles and storage loads at the top of the slope within a horizontal distance equal to
the height of the slope. If the temporary construction slopes are to be maintained during the
rainy season, berms are suggested along the tops of the slopes where necessary to prevent
ninoff water from entering the excavation and eroding the slope faces. Our personnel should
inspect the soils exposed in the cut slopes during excavation so that modifications of the slopes
can be made if variations in the soil conditions occur. All excavations should be stabilized
within 30 days of initial excavation.
6.13 Stormwater Infiltration
6.13.1 During the December 10,2019,site exploration,boring B2 was utilized to perform percolation
testing. The boring was advanced to the depth listed in the table below. Slotted casing was
placed in the boring,and the annular space between the casing and excavation was filled with
gravel.The boring was then filled with water to pre-saturate the soils.On December 11,2019,
the casing was refilled with water and percolation test readings were performed after repeated
flooding of the cased excavation. Based on the test results, the average infiltration rate
adjusted percolation rate) for the earth materials encountered is provided in the following
table. The field-measured percolation rate has been adjusted to infiltration rates in accordance
with the County of Orange Technical Gaiidance Document for the Preparation of
Conceptua!/Preliminary and/or Project Water Quality Management Plans (December 2013).
Additional correction factors may be required and should be applied by the engineer in
responsible charge of the design of the stormwater infiltration system and based on applicable
guidelines. Percolation test data sheets are provided as Figure 3.
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Exhibit A:Page 192 of 301
Boring Soil Type
Infiltration Average Infiltration Rate
Depth(ft.) in/hour)
B2 Sand with gravel(SP) 2-4 1.6
6.13.2 The results of the percolation testing indicate that soils at the locations and depths listed in the
table above are conductive to infiltration, and it is our opinion that the site is suitable for
infiltration of stormwater.
6.13.3 It is our further opinion that infiltration of stormwater and will not induce excessive
hydro-consolidation (see Figures 4 and 5), will not create a perched groundwater condition,
will not affect soil structure interaction of existing or proposed foundations due to expansive
soils, will not saturate soils supported by existing or proposed retaining walls, and will
not increase the potential for liquefaction.Resulting settlements are anticipated to be less than
4 inch,if any.
6.13.4 The infiltration system must be located such that the closest distance between an adjacent
foundation is at least 10 feet in all directions from the zone of saturation.The zone of saturatiori
may be assumed to project downward from the discharge of the infiltration facility at a gradient
of 1:1. Additional property line or foundation setbacks may be required by the governing
jurisdiction and should be incorporated into the stormwater infiltration system design as
necessary.
6.13.5 Where the 10-foot horizontal setback cannot be maintained between the infiltration system
and an adjacent footing,and the infiltration system penetrates below the foundation influence
line,the proposed stormwater infiltration system must be designed to resist the surcharge from
the adjacent foundation.The foundation surcharge line may be assumed to project down away
from the bottom of the foundation at a 1:1 gradient. The stormwater infiltration system must
still be sufficiently deep to maintain the 10-foot vertical offset between the bottom of the
footing and the zone of saturation.
6.13.6 Subsequent to the placement of the infiltration system,it is acceptable to backfill the resulting
void space between the excavation sidewalls and the infiltration system with minimum
two-sack slurry provided the slurry is not placed in the infiltration zone. It is recommended
that pea gravel be utilized adjacent to the infiltration zone so communication of water to the
soil is not hindered.
6.13.7 The design drawings should be reviewed and approved by the Geotechnical Engineer.
The installation of the stormwater infiltration system should be observed and approved in
writing by the Geotechnical Engineer(a representative of Geocon).
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Exhibit A:Page 193 of 301
6.14 Surface Drainage
6.14.1 Proper surface drainage is critical to the future performance of the project. Uncontrolled
infiltration of irrigation excess and storm runoff into the foundation supporting soils can
adversely affect the performance of the planned improvements. Saturation of a soil can cause
it to lose internal shear strength and increase its compressibility, resulting in a change in the
original designed engineering properties. Proper drainage in building areas should be
maintained at all times.
6.14.2 All site drainage should be collected and controlled in non-erosive drainage devices.Drainage
should not be allowed to pond anywhere on the site,and especially not against any foundation
or retaining wall. The site should be graded and maintained such that surface drainage is
directed away from structures in accordance with 2019 CBC 1804.4 or other applicable
standards. In addition, drainage should not be allowed to flow uncontrolled over any
descending slope.Discharge from downspouts,roof drains and scuppers are not recommended
onto unprotected soils within five feet of the building perimeter. Planters which are located
adjacent to foundations should be sealed to prevent moisture intrusion into the soils providing
foundation support. Landscape irrigation is not recommended within,five feet of the building
perimeter footings except when enclosed in protected planters.
6.14.3 Positive site drainage should be provided away from structures, pavement, and the tops
of slopes to swales or other controlled drainage structures.The pavement areas should be fine
graded such that water is not allowed to pond.
6.14.4 Landscaping planters immediately adjacent to paved areas are not recommended due to the
potential for surface or irrigation water to infiltrate the pavement's subgrade and base course.
Either a subdrain,which collects excess irrigation water and transmits it to drainage structures,
or an impervious above-grade planter box should be used. In addition, where landscaping is
planned adjacent to the pavement,it is recommended that consideration be given to providing
a cutoff wall along the edge of the pavement that extends at least 12 inches below the base
material.
6.15 Plan Review
6.15.1 Foundation,grading and shoring plans(if applicable) should be reviewed by the Geotechnical
Engineer(a representative of Geocon West,Inc.),prior to finalization to verify that the plans
have been prepared in substantial conformance with the recommendations of this report and
to provide additional analyses or recommendations.
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Exhibit A:Page 194 of 301
LIMITATIONS AND UNIFORMITY OF CONDITIONS
1. The recommendations of this report pertain only to the site investigated and are based upon the
assumption that the soil conditions do not deviate from those disclosed in the investigation.
If any variations or undesirable conditions are encountered during construction, or if the
proposed construction will differ from that anticipated herein, Geocon West, Inc. should be
notified so that supplemental recommendations can be given.The evaluation or identification of
the potential presence of hazardous or corrosive materials was not part of the scope of services
provided by Geocon West,Inc.
2. This report is issued with the understanding that it is the responsibility of the owner, or of his .
representative,to ensure that the information and recommendations contained herein are brought
to the attention of the architect and engineer for the project and incorporated into the plans, and
the necessary steps are taken to see that the contractor and subcontractors carry out such
recommendations in the field.
3. The findings of this report are valid as of the date of this report.However, changes in the
conditions of a property can occur with the passage of time, whether they are due to natural
processes or the works of man on this or adjacent properties. In addition, changes in applicable
or appropriate standards may occur, whether they result from legislation or the broadening of
knowledge.Accordingly, the findings of this report may be invalidated wholly or partially by
changes outside our control. Therefore, this report is subject to review and should not be relied
upon after a period of three years.
4. The firm that performed the geotechnical investigation for the project should be retained to
provide testing and observation services during construction to provide continuity of
geotechnical interpretation and to check that the recommendations presented for geotechnical
aspects of site development are incorporated during site grading,construction of improvements,
and excavation of foundations.If another geotechnical firm is selected to perform the testing and
observation servi es during construction operations, that firm should prepare a letter indicating
their intent to assume the responsibilities of project geotechnical engineer of record. A copy of
the letter should be provided to the regulatory agency for their records. In addition, that firm
should provide revised recommendations concerning the geotechnical aspects of the proposed
development, or a written acknowledgement of their concurrence with the recommendations
presented in our report. They should also perform additional analyses deemed necessary to
assume the role of Geotechnical Engineer of Record.
Geocon Project No.W 1 I 15-88-01 January 14,2020
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Exhibit A:Page 195 of 301
LIST OF REFERENCES
Morton, D.M., 1999, Preliminary Digital Geologic Map of the Santa Ana 30' X 60' Quadrangle,
Sotcthern California,
California Department of Conservation, Division of Mines and Geology, 2001, Seismic Hazard
Evaluation of the Orange 7.5-Minute Qaiadrangles, Orange County, California, Seismic Hazard
Zone Report 011.
California Geologic Survey, 2012, Geologic Compilation of Quaternary Surficial Deposits in SoL thern
California, Santa Ana 30'X 60'Quadrangle,A Project for the Department of Water Resources
by the California Geological Survey, Compiled from existing sources by Trinda L. Bedrossian,
CEG and Peter D. Roffers,CGS Special Report 217,Plate 16, Scale 1:100,000.
Geocon Project No.W 1115-88-01 January 14,2020
RFB 20-21.13:Page 172
117:86667°W 117.85000°W 117.83333°W 117.81667°W NAD27 117.7&333°W
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VICINITY MAP
W E S T, I N C.
2143 EAST OAKMONT AVENUE
ENVIRONMENTAL GEOTECHNICAL MATERIALS ORANGE CALIFORNIA15520ROCKFIELDBLVD.-SUITE J-IRVINE,CA 92618
PHONE (949)491-6570 - FAX (949)299-4550
DRAFTED BY: JS CHECKED BY: I i'B 20-21 1 :1 Y 2020 PROJECT NO.W1115-88-01 FIG. 1
Gxhibit A:Page 197 of 301
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Proposed Improvements Include:
a. Y s ,,
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20 f b t d b Id15y , sf pre-a nca e ui ing
X:*r
a r 7 a 1 - ,; ` » Parking lot improvments4 ; 'i ----"-` . r
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LEGEND N SITE PLAN
Approximate Location of Boring p-- w E s T, t N c.
gq 2143 EAST OAKMONT AVENUE
ENVIRONMENTAL GEOTECHNICAL MATERIALS
r"--l 15520 ROCKFIELD BLVD.-SUITE J-IRVINE,CA 92618 ORANGE,CALI FORN IA
Approximate Location of Proposed Improvemerits O ryn' 64 _
PHONE(949)491-6570 - FA%(949)299 550
L_J JG
DRAFTED BY:JS CHECKED BY: HHD JANUARY 2020 PROJECT NO.W1115-88-01 FIG.2
RFB 20-21.13:Page 174.
Exhibit A:Page 198 of 301
PERCOLATION TEST DATA SHEET .
Project: Handy Park Improvements Project No: W1115-88-01 Date: 12/10/2019
Test Hole No: B2A Tested By: JS
Depth of Test Hole, DT: 4 USCS Soil Classification: SP with gravel
Test Hole Dimensions(inches) Length Width
Diameter(if round)=4 Sides(if rectangular)_
Sandy Soil Criteria Test*
D
t Do Df Change in Greater than
Time Interval Initial Depth Final Depth Water Level or Equal to
Trial No. Start Time Stop Time (min) to Water(in) to Water(in) (in) 6"?(y/n)
1 8:09 8:34 25 13.9 31.2' 17.3 yes
2 8:38 9:03 25 15.6 28.9 13.3 yes .
If two consecutive measurements show that six inches of water seeps away in less than 25 minutes,the test
shall be run for an additional hour with measurements,taken every 10 minutes.Otherwise,pre-soak(fill)
overnight.Obtain at least twelve measurements per hole over at least six hours(approximately 30 minute
intervals)with a precision of at least 0.25".
D
t o r Change in
Time Interval Initial Depth Final Depth Water Level Percolation
Trial No. Start Time Stop Time (min) to Water(in) to Water(in) (in) Rate(min/in) •
1 9:05 9:15 10 15.8 24.4 8.5 1690
2 9:17 9:27 10 16.2 24.1 7.9 1818
3 9:30 9:40 10 14.5 23.2 8.6 1667
4 9:42 9:52 10 14.5 23.2 8.6 1667
5 9:55 10:05 10 13.7 22.9 9.2 1558
6 10:07 10:17 10 14.6 24.1 9.5 1519
Infiltration Rate Calculation:
Time Interval,At=10 minutes Ho: °',31.8 inches
Final Depth to Water,Df= 24.1 inches Hf=`'' ; 23.9 inches
Test Hole Radius,r=2 inches H= . 7.9 inches
Initial Depth to Water,Do= 16.2 inches Havg= 27.8 inches "
Total Depth ofTest Hole,DT= 48.0 inches
H(60r)
t Ot(Y- 2Hav)
Infiltration Rate,It= _ 1.6_ l inches/hour
RFB 20-21.13:Page 175 FIGURE 3
Exhibit A:Page 199 of 301
E
RFB 20-21.13:Page 176
Exhibit A:Page 200 of 301
APPENDIX A
FIELD INVESTIGATION
The site was explored on December 10, 2019, by excavating four 4-inch diameter borings to depths
ranging from approximately 2 to 4 feet below the existing ground surface utilizing manual hand auger
equipment and hand tools. Representative and relatively undisturbed samples were obtained by driving
a 3-inch O. D., California Modified Sampler into the "undisturbed" soil mass with blows from a slide
hammer. The California Modified Sampler was equipped with 1-inch high by 2'/a-inch diameter brass
sampler rings to facilitate soil removal and testing.Bulk samples were also obtained.
The soil conditions encountered in the borings were visually examined, classified and logged in general
accordance with the Unified Soil Classification System (USCS).The logs of the borings are presented
on Figures A1 through A4. The logs depict the soil and geologic conditions encountered and the depth
at which samples were obtained. The logs also include our interpretation of the conditions between
sampling intervals. Therefore, the logs contain both observed and interpreted data. We deternuned the
lines designating the interface between soil materials on the logs using visual observations,penetration
rates, excavation characteristics and other factors. The transition between materials may be abrupt or
gradual. Where applicable, the boring logs were revised based on subsequent laboratory testing.
The locations of the borings are shown on the Site Plan(see Figure 2).
Geocon Project No.W1115-88-0] January 14,2020
RFB 20-21.13:Page 177
Exhibit A:Page 201 of 301
PROJECTNO. W1115-88-01
W BORING 1 Z W
pUF Wo
DENhI
SAMPLE
SOIL Q ZQ Z LL Z
No.
p Z c nss
ELEV.(MSL.) -- DATE COMPLETED 12/10/19 a i--
FEET
F (USCS) Z W O -- OZJ
EQUIPMENT HAND AUGER BY: JS a m o v
MATERIAL DESCRIPTION
0
ARTIFICIAL FILL
Sandy Silt,firm,moist,mottled brown and yellowish brown,fine-grained,
trace fine gravel.
Z
ALLIJVIUM
B1@2:5' .. JL. —
SP
Gravelly Clayey Sand,medium dense,moist,fine-grained,brown,fine to 115..2 —81i—
SP
coarse gravel.
Gravelly Sand,medium dense,moist,light brown,fine-to coarse-grained,
fine to coarse gravel.
Total depth of boring:3.5 feet
Refusal at 3.5 feet.
Fill to 2 feet.
No groundwater encountered.
Backfilled with soil cuttings and tamped.
Surface restored.
Figure A1 W1115-88-01 BORINGLOGS.GPJ
Log of Boring 1, Page 1 of 1
SAMPLING UNSUCCESSFUL STANDARD PENETRATION 7EST DRIVE SAMPLE(UNDISTURBED)
SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE Q...CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOTE: lHE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.
IT IS NOT WARRANTED TO BE REPRESENTATNE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
GEOCON
RFB 20-21.13:Page 178
Exhibit A:Page 202 of 301
PROJECT NO. W1115-88-01
W BORING 2A o W k
DEPTH Q SOIL Z LL F-
SAMPLE Q Q U1 Z u" Z
N
No p Z c nss
ELEV.(MSL.) -- DATE COMPLETED 12/10119 a F E E T
J O (USCS) W W m `-
E Q U I P M E N T H A N D A U G E R B Y: J S a`
J v
MATERIAL DESCRIPTION
ARTIFICIAL FILL
Silty Sand,medium dense,moist,brown,fine-to medium-grained,trace fine
gravel.
2
ALLUVIUM
2A@2.5' - Sp Sand;poorly graded,medium dense,moist,yellowish brown,fine-grained, 06.2 8.0
some fine to coarse gravel.
4
Total depth of boring:4 feet
Refusal at 4 feet.
Fill to 2 feet.
No groundwater encountered.
Backfilled with soil cuttings and tamped.
Surface restored.
Percolation testing performed.
W 1115-88-01 BORING LOGS.GPJFigureA2,
Log of Boring 2A, Page 1 of 1
SAMPLE SYMBOLS "•
SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST DRIVE SAMPLE(UNDISTURBED)
DIS7URBED OR BAG SAMPLE Q...CHUNK SAMPLE 1...WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.
IT IS NOT WARRANTED TO BE REPRESENTATNE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
GEOCON
RFB 20-21.13:Page 179
Exhibit A:Page 203 of 301
PROJECT NO. W1115-88-01
W BORING 2B Z W
oePni o ¢
W
soi Q Z LL zIN
SAMPLE
No.
p Z cuass
ELEV.(MSL.) -- DATE COMPLETED 12/10/19
v H
FEET
F (USCS)Wwm a OJ
EQUIPMENT HAND AUGER BY: JS d'" v
MATERIAL DESCRIPTION
ARTIFICIAL FILL
Silty Sand,medium dense,moist,Urown,fine-to medium-grained,trace fine
gravel.
2
ALLUVIUM
SP Sand,poorly graded,loose to medium dense,slightly moist,light brown,
4 fine-grained.
Total depth of boring:4 feet
Refusal at 4 feet.
Fill to 2.5 feet.
No groundwater encountered.
Backfilled with soil cuttings and tamped.
Surface restored.
Figure A3 W1115-88-01 BORINGLOGS.GPJ
Log of Boring 2B, Page 1 of 1
SAMPLE SYMBOLS ••
SAMPLING UNSUCCESSFUL STANDARD PENETRAl10N TEST DRIVE SAMPLE(UNDISTURBED)
DISTURBED OR BAG SAMPLE CHUNK SAMPIE 1...WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYAT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.
IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
GEOCON
RFB 20-21.13:Page 180
Exhibit A:Page 204 of 301
PROJECT NO. W1115-88-01
W BORING 3 Z W
I- OU W o
DEPTH Q SOIL F-Z LL LL ~
IN
SAMPLE Q Q Z Z
No.
p Z cwss
ELEV.(MSL.) -- DATE COMPLETED 12l10/19 o a FEET
F (USCS) W W m }.- ZO
EQUIPMENT HAND AUGER BY: JS o
MATERIAL DESCRIPTION
0
AC:2.5" BASE:5.5"
ARTIFICIAL FILL
Silty Sand,medium dense,moist,brown,fine-to medium-ained,some fine
2 , gravel.
Total depth of boring:2.5 feet
All fill.
No groundwater encountered.
W 111588-01 BORING LOGS.GPJFigureA4,
Log of Boring 3, Page 1 of 1
SAMPLE SYMBOLS "'
SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST DRIVE SAMPLE(UNDISTURBEDj
DISTURBED OR BAG SAMPLE Q...CHUNK SAMPLE 1...WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND ATTHE DATE INDICATED.
IT IS NOT WARRANTED TO BE REPRESENTATNE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
GEOCON
RFB 20-21.13:Page 181
Exhibit A:Page 205 of 301
PROJECTNO. W1115-88-01
W BORING 4 Z W
F o wo
DEPTH Q SOIL F-Z+ ^' I-
IN
S A M P L E O a Q Z- Z
FEET
No• a Z c ass
ELEV.(MSL.) -- DATE COMPLETED 12/10119 o a ~
F. ] (uscs) W w m v O
EQUIPMENT HAND AUGER BY:JS n-`
v
MATERIAL DESCRIPTION
0
AC:5.5" BASE:3"
ARTIFICIAL FILL
Silty Sand,medium dense,moist,brown,fine-to medium-grained,some fine
2 to coarse gravel.
Total depth of boring:2 feet
All fill.
No groundwater encountered.
Figure A5 W1115-88-01 BORINGLOGS.GPJ
Log of Bori ng 4, Page 1 of 1
SAMPLE SYMBOLS
SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST DRIVE SAMPLE(UNDISTURBED)
DISTURBED OR BAG SAMPLE CHUNK SAMPLE 1...WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED.
IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
GEOCON
RFB 20-21.13:Page 182
Exhibit A:Page 206 of 301
APPENDIX
RFB 20-21.13:Page 183
Exhibit A:Page 207 of 301
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the International
A5TM, or other suggested procedures. Selected samples were tested for direct shear strength,
consolidation Gharacteristics, compaction characteristics, expansion index, corrosivity, resistivity,
in-place dry density and moisture content. The results of the laboratory tests are summarized in Figures
B 1 through B 10. The in-place dry density and moisture content of the samples tested are presented on
the boring logs,Appendix A.
Geocon Project No.W 1115-88-01 January 14,2020
RFB 20-21.13:Page 184
Exhibit A:Page 208 of 301
6.0
5.0
4.0
Y
NN
3.0
a iL
2.
1.0
0.0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Normal Stress(ksf)
Boring No. B-1 Normal Strest(kip/ft2) 1 3 5
Sample No. Bi@2.5 Peak Shear Stress (kip/ft2) 1.49 0.00 5.49
Depth(ft) 2.5' Shear Stress @ End of Test(ks O 1.33 0.00 .5.49
Sample Tvoe:Ring Deformation Rate (in./min.) 0.00 0.05 0.00
Soil Identification: Initial Sample Height(in.)1.0 1.0 1.0
Ring Inside Diameter(in.) 2.375 2.375 2.375
Silty Sand w/gravel(SM),brown ,
Initial Moisture Content(%) 8.7 DN/0! 8.5
Strength Parameters Initial Dry Density(pc 118.2 DN/0!114.6
C(ps Initial Degree of Saturation(%) 55.1 DN/0! 49.0
Peak 490 45.0 Soil Height Before Shearing(in.) 1.2 1.2 1.2
Ultimate 290 46.0 Fnal Moisture Content(%) 14.3 DN/0! 13.4
Project No.: W1115-88-01
DIRECT SHEAR'EST IaESULTS 2143 East Oakmont Avenue
Consolidated Drained ASTM D-3080 Orange, CallfOfllla
GEOCON Checked by: ]S January 2020 Figure Bi
RFB 20-21.13:Page 185
Exhibit A:Page 209 of 301
5.0
4.0
3.0
Y
NN
N
NL
2.
1.0 -
0.0
0.0 1.0 2.0 3.0 4.0 5.0
Normal Stress(ksf)
Boring No. B-2 Normal Strest(kip/ft2) 1 3 5
Sample No. B2@2.5 Peak Shear Stress (kip/ftz) 1.28 2.16 4.14
Depth(ft) 2.5' Shear Stress @ End of Test(ks O 1.25 2.15 0 4.14
Sample Tvoe:Ring Deformation Rate (in./min.) 0.00 0.00 0.00
Soil Identification: Initial Sample Height(in.)1.0 1.0 1.0
Ring Inside Diameter(in.) 2.375 2.375 2.375
Silty Sand w/gravel(SM),brown
Initial Moisture Content(%) 8.9 7.8 7.3
Strength Parameters Initial Dry Density(pc 113.3 110.5 115.9
C(ps Initial Degree of Saturation(%) 49.2 39.8 43.2
Peak 383 36.0 Soil Height Before Shearing(in.) 1.2 1.2 1.2
Ultimate 352 36.0 Final Moisture Content(%) 15.0 13.8 13.0
Project No.: W1115-88-01
DIRECT SHEAR TEST RESULTS 2143 East Oakmont Avenue
Consolidated Drained ASTM D-3080 Orange, Californid
GEOCOlV Checked by: JS anuary 2020 Figure B2
RFB 20-21.13:Page 186
Exhibit A:Page 210 of 301
5.0
4.0
w. 3.0
N
v
NN
N
2.
1.0
0.0
0.0 1.0 2.0 3.0 4l0 5.0
Normal Stress(ksf)
Boring No. B1+B2 MIX Normal Strest(kip/ft2) 1 3 5
Sample No.B3+62@0-4 Peak Shear Stress (kip/ftz) 0.77 1.99 3.28
Depth(ft) 0-4' Shear Stress @ End of Test(ks O 0.76 1.95 3.27
Samole Type:Ring Deformation Rate (in./min.) 0.00 0.00 0.00
Soil Identification: Initial Sample Height(in.)1.0 1.0 1.0
Ring Inside Diameter(in.) 2.375 2.375 2.375
Silty Sand with Gravel(SM),brown
Initial Moisture Content(%) 10.1 9.4 9.6
Strenath Parameters Initial Dry Density(pc 113.4 114.1 114.0
C(ps Initial Degree of Saturation(%) 56.0 53.1 54.0
Peak 131 32.1 Soil Height Before Shearing(in.) 1.2 1.2 1.2
Ultimate 109 32.1 Final Moisture Content(%) 17.0 15.8 14.8
Project No.: W1115-88-01
DIRECT SHEAR TEST RESULTS 2143 East Oakmont Avenue
Consolidated Drained ASTM D-3080 Orange, California
GEOC N Checked by: JS January 2020 Figure B3
RFB 20-21.13:Page 187
Exhibit A:Page 211 of 301
WATER ADDED AT 1.0 KSF
O
1
I
2
3
0 4
rca
a
o
5
0
U
c
d
6
d
n.
7
8
9
10
0.1 1.0 1 0.0
Consolidation Pressure(ksfl
SAMPLE ID. SOIL TYPE
DRY DENSITY INITIAL FINAL
PCF) MOISTURE (%) MOISTURE (%)
B1@2.5' Silty Sand w. gravel 121.2 5.4 11.8
SM), brown
Project No.: W1115-88-01
CONSOLIDATIOiV TE T RESULTS 2143 East Oakmont Avenue
ASTM D-2435 Orange,California
GEOCON Checked by: ]S January 2020 Figure 64
RFB 20-21.13:Page 188
Exhibit A:Page 212 of 301
WATER ADDED AT 1.0 KSF
o
i
1
2
3
40
o
o
5c
0
U
c
d
L 6
d
a
7
8
9
10
0.1 1.0 10.0
Consolidation Pressure(ksf
SAMPLE ID. SOIL TYPE
DRY DENSITY INITIAL FINAL
PCF) MOISTURE (%) MOISTURE (%)
B2@2 5, Silty Sand w. gravel 114.8 5.2 13.9
SM), brown
Project No.: Wi115-88-01
CONSOLIDATION TEST RESULTS 2143 East Oakmont Avenue
ASTM D-2435 Orange, California
EOCON Checked by: JS January 2020 Figure 65
RFB 20-21.13:Page 189
Exhibit A:Page 213 of 301
Sample No:
B1+B2@0-4 Silty Sand w/ gravel (SM), brown
TEST N0. 1 2 3 4 5 6
Wt. Compacted Soil + Mold (g) 6342 6404 6366 6254
Weight of Mold g) 4294 4294 4294 4294
Net Weight of Soil g) 2048 2110 2072 1960
Wet Weight of Soil + Cont. (g) 2426.0 2484.0 2482.0 2368.0
Dry Weight of Soil + Cont.g) 2285.0 2301.0 2266.0 2268.0
Weight of Container g) 378.0 376.0 412.0 410.0
Moisture Content 7.4 9.5 11.7 5.4
Wet Density pc 136.0 140.1 137.6 130.2
Dry Density pcf) 126.6 127.9 123.2 123.5
Maximum Dry Density(pcf) 127.8 Optimum Nloisture Content(%) 8.5
Bulk Specific Gravity(dry) 2.49 O eersized Fraction (%) 34.5
Corrected Maximum Dry Density(pc 136.3 Corrected Moisture Content(%) 5.6
140.0
S.G.2.65
S.G.2.7
S.G.2.75
135.0
130.0
t
O'
w 125.0
NC
y
120.0
115.0
110.0
0.0 5.0 10.0 15.0 20.0
Moisture Content(%)
Preparation Mefhod: A
MODIFIED COMPACTION TEST OF Project No.: W1115-88-01
SOILS 2143 East Oakmont Avenue
ASTM D-1557 Orange, California
GEOCON Checked by: JS January 2020 Figure B6
RFB 20-21.13:Page 190
Exhibit A:Page 214 of 301
Sample No:
B3+64@0-2.5' Silty Sand w/ gravel (SM), brown
TEST N0. 1 2 3 4 5 6
Wt. Compacted Soil + Mold (g) 6430 6472 6396 6318
Weight of Mold g) 4294 4294 4294 4294
Net Weight of Soil g) 2136 2178 2102 2024
Wet Weight of Soil + Cont. (g) 2510.2 2583.7 2464.4 2426.2 4194.0
Dry Weight of Soil + Cont.g) 2385.9 2419.6 2271.6 2344.7 4190.0
Weight of Container g) 378.9 409.1 377.0 412:0 0.0
Moisture Content 6.2 8.2 10.2 4.2 0.1
Wet Density pcf) 141.8 144.6 139.6 134.4
Dry Density pc 133.6 133.7 126.7 129.0 0.0
Maximum Dry Density(pc 134.2 Optimum Moisture Content(%) 7.2
Bulk Specific Gravity(dry) 2.4$ Oversized Fraction (%) 24.0
Corrected Maximum Dry Density(pc 138.6 Corrected Moisture Content(%) 5.5
140.0
S.G.2.65
S.G.2.7
S.G.2.75
135.0
130.0
v
C.
v
125.0
y
d
120.0
115:0
110.0
0.0 5.0 10.0 15.0 20.0
Moisture Content(%)
Preparation Method: B
MODIFIED COMPACTION TEST OF Project No.: Wi115-88-01
SOILS 2143 East Oakmont Avenue
ASTM D-1557 Orange,California
GEOCON Checked by: JS January 2020 Figure B7
RFB 20-21.13:Page 191
Exhibit A:Page 215 of 301
B1+B2@0-4
MOLDED SPECIMEN BEFORE TEST AFTER TEST
Specimen Diameter in.) 4.0 4.0
Specimen Height in.) 1.0 1.0
Wt. Comp. Soil + Mold gm) 623.0 641.3
Wt. of Mold gm) 203.0 203.0
Specific Gravity Assumed) 2.7 2.7
Wet Wt. of Soil + Cont. gm) VALUE! 641.3
Dry Wt. of Soil + Cont. gm) VALUE! 388.9
Wt. of Container gm) 203.0
Moisture Content 8.0 12.7
Wet Density pc 126.7 132.0
Dry Density pc 117.3 117.2
Void Ratio 0.4 0.4
Total Porosity 0.3 0.3
Pore Volume cc} 63.0 62.3
Degree of Saturation Lsmeasl 49.8 79.3
Date Time Pressure (psi) Elapsed Time (min) Dial Readings (in.)
12/27/2019 10:00 1.0 0 0.4625
12/27/2019 10:10 1.0 10 0.4622
Add Distilled Water to the Specimen
12/28/2019 10:00 1.0 1430 0.4589
12/28/2019 11:00 1.0 1490 0.4589
Expansion Index (EI meas) _ 3.3
Expansion Index( Report) = 0
Expansion Index, EIso CBC CLASSIFICATION * UBC CLASSIFICATION **
0-20 Non-Expansive Very Low
21-50 Expansive Low
51-90 Expansive Medium
91-130 Expansive High
130 Expansive Very High
Reference:2016 California Building Code,Sectlon 1803.5.3
Reference:1997 Uniform Building Code,Table 18-I-B.
Project No.: W1115-88-01
O EXPANSION INDEX TES1'RESULTS 2143 East Oakmont Avenue
r' ASTM D-4829 Orange, California
GEOCON Checked by: ]S anuary 2020 Figure 68
RFB 20-21.13:Page 192
Exhibit A:Page 216 of 301
SUMMARY OF LABORATORY POTENTIAL
OF HYDROGEN (pH) AND RESISTIVITY TEST RESULTS
CALIFORNIA TEST N0. 643
Sample No. PH Resistivity
ohm centimeters)
B1+B2 @ 0-4' 8.0 1400 (Corrosive)
SUMMARY OF LABORATORY CHLORIDE CONTENT TEST RESULTS
EPA N0. 325.3
Sample No. Chloride Ion Content (%)
B1+B2@0-4' 0.021
SUMMARY OF LABORATORY WATER SOLUBLE SULFATE TEST RESULTS
CALIFORNIA TEST N0. 417
Sample No.
Water(IuSbQej ulfate
Sulfate Exposure*
B1+B2@0-4'0.115 S1
Project No.: W1115-88-01
CORROSIVITY TEST RESULTS 2143 East Oakmont Avenue
t' Orange, California
GEOC ON Checked by: ]S January 2020 Figure 69
RFB 20-21.13:Page 193
Exhibit A:Page 217 of 301
SUMMARY OF LABORATORY R-VALUE TEST RESULTS
ASTM D 2844-13
Soil
Sample No. Descri tion R-Value
B3 & B4 Brown Silty Sand with Gravel (SM) 41
MIX @ 0-2.5'
LABORATORY TEST RESULTS
W E S T I N C. v
ENVIRONMENTAL GEOTECHNICAL MATERIALS 2143 EAST OAKMONT AVENUE
15520 ROCKFIELD BOULEVARD,SUITE J,IRVINE,CA 92618 ORANGE, CALIFORNIA
PHONE (949)491-6570
DRAFTED BY:JS CHECKED BY:JTA JANUARY 2020 PROJECT NO.W1115-88-01 FIG.610
RFB 20-21.13:Page 194
Exhibit A:Page 218 of 301
a 1'
Handy Park: Parking Lot and Prefabricated
Building Improvement Project
C6`'"`
Priority Public Project WQMP
Appendix F: Hydrologic Conditions of Concern
Reference Only)
RFB 20-21.13:Page 195
oPo Exhibit A:Page 219 of 301
OP R°'f\
g Handy Park: Parking Lot and Prefabricated
Building Improvement Project
On-Site HydrologyStudy
OIV-SITE HYDROLOGY STUDY
for
Handy Park: Parking Lot and Prefabricated Building
Improvement Project
Prepared for:
City of Orange
Community Services Department
230 East Chapman Avenue
Orange,CA 92866
Project Address:
2143 East Oakmont Avenue
Orange,CA 92867
Prepared by:
David M Beckwith, PE,QSD,QSP,QISP
David Beckwith and Associates, Inc
1269 Pomona Road,Suite 108
Corona, CA 92882
714)349-7007(t) (213) 270-9488(f) QR
FESS
N
ti
z
o. 73761 = m
Preparation Date:
Exp. 06/30/21 *
luly 20,2020 sqT civ i-
o'F pp CAL\E
RFB 20-21.13:Page 196
o.,
Exhibit A:Page 220 of 301
o;r,\
Handy Park: Parking Lot and Prefabricated
t: <Building Improvement Project
F'.6,
r On-Site Hydrology Study
Table of Contents
Tableof Contents .................................................................................................................i
Section 1 Project Information.................................................................................................1
1.1 Purpose........................................................................................................................... 1
1.2 Existing Conditions.......................................................................................................... 1
1.3 Proposed Conditions....................................................................................................... 1
1.4 Hydrologic Methodology................................................................................................ 1
1.5 Low Impact Development (LID) Methodology................................................................ 1
Section2 Calcu/ations............................................................................................................2
2.1 LID Hydrologic Condition of Concern (HCOC) ................................................................. 2
2.2 Water Quality Capture Volume (DCV)............................................................................ 2
2.4 LID Facilities Sizing:......................................................................................................... 2
2.5 Results and Conclusions.................................................................................................. 3
AppendixA: Site Maps
Appendix 8: Hydrology Manual Information
Appendix C: Rational Method/Unit Hydrograph Calculations
July 2020 Page i
RFB 20-21.13:Page 197
ogo
Exhibit A:Page 221 of 301
a o,,\
Handy Park: Parking Lot and Prefabricated1 Building Improvement Project
J
On-Site Hydrology Studysurrc
Section 1 Project Information
1.1 PURPOSE
The purpose of this report is to develop a hydrologic analysis of existing and proposed
conditions and to determine the impact of the 2-year 24-hour storm event to the proposed
project site and facilities.
1.2 EXISTING CONDITIONS
As of the initial date of this report, the existing site is a functioning sports and recreation park
for the community and is bound by the 55 Freeway, Collins Avenue, Handy Elementary, and
single family residential to the west, north, east and south, respectively.
Stormwater from a portion of the surrounding neighborhood currently enters the project site at
the park entrance on East Oakmont Avenue and traverses the approximately 1.1-acre
deteriorating parking lot in a concrete ribbon gutter in its center and flows from east to west to
an existing 14' wide curb opening catch basin on the west curb line of the parking lot. This
catch basin accepts flows from Caltrans right-of-way via two (2) 15" RCP storm drain lines and
connects by means of a 24" RCP storm drain line to the City of Orange Line "A"/D-128 66" RCP
storm drain line.
1.3 PROPOSED CONDITIONS
The proposed project improvements include the removal and replacement of the existing
parking lot as and associated sidewalks to ensure compliance with ADA requirements.
No changes to the existing drainage patterns are proposed and all surface run-off will be
collected in site area drains and piped to the proposed underground Stormtech chamber that
will be installed to mitigate the LID requirements.
1.4 HYDROLOGIC METHODOLOGY
Peak run-off rates were developed using Bonadamins "CivilD—Orange County Unit Hydrograph
Method" computer programs. Methodology and supportive data for the hydrologic
calculations may be found in this report, and in the "Orange County Hydrology Manual", dated
October 1986.
1.5 LOW IMPACT DEVELOPMENT (LID) METHODOLOGY
Best Management Practices (BMPs) were designed and analyzed in accordance with the
Technical Guidance Document for the Preparation of Conceptual/Preliminary and/or Project
Water Quality Management Plans (WQMPs)" (OC TGD) and its associated permit, Order No. R8-
2009-0030,to provide the required LID infrastructure.
July 2020 Page 1
RFB 20-21.13:Page 198
Exhibit A:Page 222 of 301
4°o°..\
t'e
o q, - Q Handy Park: Parking Lot and PrefabricatedI
Building Improvement Project
m On-Site Hydrology Study
Section 2 Calculations
2.1 LID HYDROLOGIC CONDITION OF CONCERN (HCOC)
On-site analysis was performed to evaluate the run-off values and analyze them against the
requirements of Section 2.2.3 of the OC TGD to ensure compliance. Peak values for the 2yr-
24hr storm may not change by more than five percent (5%) as a result of the proposed
development activity.
TABLE 2.1.1 UNIT HYDROGRAPH METHOD RESULTS
Pre-Construction Condition Post-Construction Condition I
Discharge(cfs) 3.20 3.29
Volume(cf) 12,794 13,760(9,660*)
Duration(min) 7.5 7.3
Post construction volume after credit of 4,100 cf of retention from infiltration chambers is applied to site run-off calculations.
Flow= 2.8% (0.09 cfs)< 5% : ok
Volume=-22.2% (-3,134 cf) <5% :• ok
Tc=2.7% (0.2 min) <5% :• ok
The project's runoff flow rate, volume, and duration for the post-development condition will
not exceed the pre-development condition for the 2-year, 24-hour rainfall events by more than
5% (once the reduction in volume from the LID BMPs is applied to the project) and does not
create a hydrologic condition of concern.
See Appendix C for all Rational Method and Unit Hydrograph Calculations.
2.2 WATER QUALITY CAPTURE VOLUME (DCV)
According to Appendix III of the OC TGD, the DCV shall be equivalent to the 24-hour g5tn
per.centile storm.
Given:
Redevelopment Project, 85th percentile, 24-hr storm depth = d =0.85 in
Drainage Area =A= 67,120 sf
Impervious=92.8%
C= runoff coefficient=(0.75 x impervious fraction +0.15)
DCV=CxdxAxl/2in/ft
DCV= (0.75 x 0.928+0.15) x 0.85 x 67,120 x 1/12
DCV=4,022.17 cf
July 2020 Page 2
RFB 20-21.13:Page 199
op o
Exhibit A:Page 223 of 301
v d'
Handy Park: Parking Lot and Prefabricatedr ;
qs
Building Improvement Project
ti'+M16,/
n, On-Site Hydrology Study
2.4 LID FACILITIES SIZING
A percolation study was completed by Geocon West, Inc for this project(Project No. W1115-88-
01) on December 10, 2019. The measured percolation test data was used to calculate the
infiltration rate for the site in accordance with the OC TGD. A factor of safety of two (2) was
applied to the measured infiltration rate of 1.6 in/hr to account for subsurface variations,
uncertainty in the test method, and future siltation. The value of 0.8 in/hr will be used for the
design of the underground infiltration chambers.
Infiltration BMPs have the risk of becoming plugged over time as a result of sediment carried in
the stormwater settling within the gravel layer of the chambers resulting in a loss of porosity.
As such, a pretreatment device must be installed between the chamber system and the
drainage area. The pretreatment on this project will be provided by utilizing two (2) different
structures in the treatment train. The first is ADS' Flexstorm Pure PC catch basin inlet filter
which has a peak flow rate of 137 gpm/sf (0.31 cfs/sf) of filter media. Given the configuration
of the proposed inlet, the filter capacity of more than 5 cfs is more than sufficient for the 2-yr
24-hr storm event. Should a larger storm inundate the catch basin insert, storm water will
overflow the filter and additional pretreatment will then be provided by the ADS Nyloplast
basin/manhole with a 3' sump to settle out heavy debris, sand, and silts, and as well as ADS'
proprietary Envirohood drainage hood installed into said manhole that traps oil and floating
debris prior to discharge into the chamber system.
Once the chambers become inundated by storm flows above their capacity, the system will
back into the proposed inlet where an overflow pipe connecting said grated inlet to the existing
site catch basin will convey storm flows into the existing site storm drain system and into the
City's MS4 storm drain facility, Line "A"/D-128.
For further calculations and supporting information on the proposed LID BMPs, see the project
specific WQMP report.
2.5 RESULTS AND CONCLUSIONS
It has been demonstrated that the proposed project will not create any hydrologic conditions of
concern and therefore no hydromodification specific design will be implemented.
Utilizing the LID BMPs proposed,the full DCV will be captured and infiltrated in compliance with
LID standards.
Once the LID BMPs become inundated by storm flows above their capacity, the system
discharge into the existing site storm drain system and into the City's MS4 storm drain facility,
Line "A"/D-128 relieving any site flooding concerns.
July 2020 Page 3
RFB 20-21.13:Page 200
oP o.
Exhibit A:Page 224 of 301
Handy Park: Parking Lot and Prefabricated
Building Improvement Project
F P j'On-Site Hydrology Study
Appendix A: Site Maps
RFB 20-21.13:Page 201
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Exhibit A:Page 228 of 301
Handy Park: Parking Lot and Prefabricated
Building Improvement Project
On-Site Hydrology Study
Appendix B: Hydrology Manual Information
RFB 20-21.13:Page 205
Exhibit A:Page 229 of 301
Tc LIMITATIONS '
L 100 Maximurn lenqth = 1000 Feet TC
1000 30 Z.Maximum area = 10 Acres 5
mW
9 00 80
H70 6
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4
ORANGE COUNTY TiME OF CONCENTRATION
PVOMOGRAPH
HYDROLOGY NIANUAL FOR . INITIAL SU AREA
RFB 20-21.13nP..aige 206 Figure D-I
Exhibit A:Page 230 of 301
B.4o JNIT `riYDROC;R!C'H UIETHOD SIGtJ S'0 2 1
Th range Co nty desgin storm shall Ue used for a!i unit hydr graph
method calculations (Figures S-Sa9 b, c).
Tt e point r cipitation clepths in T ble 302 shali be used for the single-day
desion storm,
For watersheds with detention hasi s, a zn:Iti-day starm sF all e used as
shown in S ctions B.5 and 8.6,
ue to thP variations i point precij itation values betwe n Enountainous and
nonmoutitainous reas, area averaging of rainfall is required when cat I m nts
in lude areas both above and below the 2,000-fo t elevationo
T?E LE E.2.
ORANGE COUNTY POII T PRECIPIT!TION Df1Tf (inches)
URATI D
T-YR. 5M 30U1 1H 3f-f 6H 24q-I
100 Om52(d78) 1,09(1.34) 1.45(1.94) 2.43(.3.96) 3.36(6.19> >a63(11.27)
50 Jo45(.71) Oo98((.19) 1.3Q(1o7.3) 2e19(3,52) 3.02(5.51) 5.07(10.02)
25 Oe40(.63) 0.87 1.04) 1.1.5(1.51) 1e94(3 08) 2071(4.81) 4.49(8e76)
10 0.34(,.50) 0,72(.84) J,95(l.22) 1059(2.48) 2.20(3.7) 3.b8(7.05)
5 0.26(.40) 0.59(.68) 0.7(.99) 1031(2.01) I.81(3.14) 3003(5.71)
2 0.19(>26) 0.40(.45 0.53(.66) 0.39(1.34) I.22(2.09) 2.05(3.81)
NOTES:
Nurr bers in ( ) ar frorn the Santiage PeaE< age s ation f1:56, D1wE2
de th-d ration-fr quenc; tabl {1983). Us in ar as abo,i 2 000 feet in
el a:i n.
o} Prec p ation data for nonmo:ntair,ous a:e s taken fro n an average c f
25 ain gag s ;sec ref. 7)< Js in areas below 7_,000 f t i c l ation.
3.) t li 5it V31U S 3C xtr polations is refe :).
40) 1 - :ni ut ss H hour.•sm
RFB 20-21 f39Page 207
Exhibit A:Page 231 of 301
Curve Numbers of HydroloAic Soil-Cover Complexes For Pervious Areas-AMC I
Quality of Soil Grou .
Cover Type (3)Cover (2) p
NATURAL COVERS -
Barren 78 86 91 93
Rockland, eroded and graded land)
Chaparral, Broadleaf Poor 53 70 80 85
Manzonita, ceanothus and scrub oak) Fair 40 63 75 81
Good 31 57 71 78
Chaparral, Narrowleaf PooC 71 82 88 91
Chamise and redshank) Fair SS 72 81 86
Grass, Annual or Perennial Poor 67 78 86 89
Fair SO 69 79 84
Good 38 61 74 80
Meadows or Cienegas Poor 63 77 85 88
Areas with seasonally high water table, Fair S 1 70 80 84
principal vegetation is sod forming grass) Good 30 S8 71 78
Open Brush Poor 62 76 84 88
Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83
Good 41 63 73 81
Woodland Poor 45 66 77 83
Coniferous or broadleaf trees predominate: Fair 36 60 73 79
Canopy density is at least SO percent.)Good 2S SS 70 77
Woodland, Grass Poor 57 73 82 86
Coniferous or broadleaf trees with canopy Fair 44 65 77 82
density from 20 to SO percent) Good 33 58 72 79
URBAN COVERS-
Residential or Commercial Landscaping Good 32 56 69 75
Lawn, shrubs, etc.)
Turf Poor 58 74 83 87
Irrigated and mowed grass) Fair 44 6S 77 82
Good 33 58 72 79
AGRICULTURAL COVERS -
Fallow 77 8"6 91 94
Land plowed but not tilled or seeded)
ORAtVGE COl1NTY CURVE NUMBERS
FOR
HYDROLOGY MANUAL PERVIOUS AREAS
RFB 20-21.]3 ge 208 Figure C-3 (I of 2)
32 of 301
Curve Numb rs of Hydrolo ic Soil-Cover Complexes.Fo Pervious Area r iviC II
Quality of Soil Grou
Cover Type (3) Cover (2)
AGRICULTURAL COVERS (Continued)
Legumes, Close Seeded Poor 66 77 83 89
Alfalfa, sweetclover, timothy, etc.) Good S8 72 81 85
Orchards, Ev rgreen Pooc 37 73 82 86
Citrus, avocados, etc.) Fair 44 63 77 82
Good 33 5E 72 79
Pasture, Dryland Poor 6 79 86 89
Annual grasses) Fair 49 69 79 4
Goad 39 61 74 80
Pasture, Irrigated Poor 58 7k $3 7
Legumes and perennial grass) Fair 44 6S 77 82
Good 33 58 72 79
Row Crops Poor 72 1 8 91
Field crops -tomatces, sugar beeu, etc.) Good 67 78 83 9
Small grain Poor 63 7b 84 88
Wheat, oats, barley, et.) Good 63 7S 83 87
Notes:
Z. All curve numbers are for Antecedent Moisture Condition (A 1C) II.
2. Quality of cover definitions:
Poor-Heavily grazed, regularly burned areas, or areas of high burn
potential. Less than 50 percent of the ground surface is pro.tected by plant
cover or brush and tree canopy.
Fair-ti!oderate cover with SQ percent to 75 pErcent of the' ground suriace
pr.otected.
Good-Heavy or dense co er with more than 75 percent of the ground
surface protected.
3. See figure C-2 for definition of cover types.
4. Imper ious areas are assigned curve number 98.
OR G C U T cu v r u eERs
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HYDROLOGY MANUAL RV1 1S AR
RFB 20-2.13r Page 209 Figure C-3 (2 of 2)
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Exhibit A:Page 234 of 301
Handy Park: Parking Lot and Prefabricated
Building Improvement Project
On-Site Hydrology Study
Appendix C: Unit Hydrograph Calculations
RFB 20-21.13:Page 211
Exhibit A:Page 235 of 301
UNIT HYDROGRAPH:
E.XI$TING HYDROLOGY 24hr f loo
RFB 20-21.13:Page 212
Exhibit A:Page 236 of 301
U n i t H y d r o g r a p h A n a 1 y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2014, Version 9.0
Study date 07/20/20 File Name 201925ex.out
Orange County Unit Hydrograph Hydrology Method
Manual Date(s) - October 1986, November 1996
Program License Serial Number 6304
201925 HANDY PARK PARKING LOT
Q2-24HR EXISTING CONDITIONS
07/20/2020 DMB
201925ex.0UT
Storm Event Year = 2
Antecedent Moisture Condition = 1
English (in-lb) Input Units Used
Area-averaged max loss rate, Fm ********
SCS curve Area Area Soil Fp Ap Fm
No. (AMCII) (Ac. ) Fraction Group (In/Hr) (dec. )In/Hr)
56.0 2.1 1.00 B 0.300 0.144 0.043
Area-averaged adjusted loss rate Fm (In/Hr) = 0.043
Area-Averaged low loss rate fraction, Yb **********
Area Area SCS CN SCS CN S Pervious
Ac. ) Fract AMC2)AMC1) Yield Fr
0.31 0.144 56.0 36.0 17.78 0.068
1.81 0.856 98.0 98.0 0.20 0.890
Area-averaged catchment yield fraction, Y = 0.771
Area-averaged low loss fraction, Yb = 0.229
Direct entry of lag time by user
Watershed area = 2.12 (Ac. )
Catchment Lag time = 0.100 hours
Unit interval = 5.000 minutes
RFB 20-21.13:Page 213
Exhibit A:Page 237 of 301
Unit interval percentage of lag time = 83.3333
Hydrograph baseflow =0.00 (CFS)
Average maximum watershed loss rate (Fm) = 0.043 (In/Hr)
Average low loss rate fraction (Yb) = 0.229 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.190 (In)
Computed peak 30-minute rainfall = 0.400 (In)
Specified peak 1-hour rainfall = 0.530 (In)
Computed peak 3-hour rainfall = 0.890 (In)
Specified peak 6-hour rainfall = 1.220 (In)
Specified peak 24-hour rainfall = 2.050 (In)
Rainfall depth area reduction factors:
Using a total area of 2.12 (Ac. ) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.190 (In)
30-minute factor = 1.000 Adjusted rainfall = 0.400 (In)
1-hour factor = 1.000 Adjusted rainfall = 0.530 (In)
3-hour factor = 1.000 Adjusted rainfall = 0.890 (In)
6-hour factor = 1.000 Adjusted rainfall = 1.220 (In)
24-hour factor = 1.000 Adjusted rainfall = 2.050 (In) .
U n i t H y d r o g r a p h
Interval S' Graph Unit Hydrograph
Number Mean values CFS) )
K = 25.64 (CFS) )
1 12.207 3.130
2 66.918 14.027
3 94.948 7.187
4 99.050 1.052
5 100.000 0.244
Peak Unit Adjusted mass rainfall Unit rainfall
Number In) In)
1 0.1900 0.1900
2 0.2534 0.0634
3 0.2999 0.0465
4 0.3380 0.0381
5 0.3708 0.0328
6 0.4000 0.0292
7 0.4258 0.0258
8 0.4495 0.0237
9 0.4715 0.0220
10 0.4921 0.0206
11 0.5116 0.0194
12 0.5299 0.0184
13 0.5503 0.0204
14 0.5699 0.0196
15 0.5888 0.0189
RFB 20-21.13:Page 214
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226 1.8721 0.0031
227 1.8752 0.0031
228 1.8783 0.0031
229 1.8814 0.0031
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RFB 20-21.13:Page 218
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263 0.0032 0.0007 0.0025
264 0.0032 0.0007 0.0025
265 0.0032 0.0007 0.0025
266 0.0032 0.0007 0.0024
267 0.0031 0.0007 0.0024
268 0.0031 0.0007 0.0024
269 0.0031 0.0007 0.0024
270 0.0031 0.0007 0.0024
271 0.0030 0.0007 0.0023
272 0.0030 0.0007 0.0023
273 0.0030 0.0007 0.0023
274 0.0030 0.0007 0.0023
275 0.0029 0.0007 0.0023
276 0.0029 0.0007 0.0022
277 0.0029 0.0007 0.0022
278 0.0029 0.0007 0.0022
279 0.0029 0.0007 0.0022
280 0.0028 . 0.0006 0.0022
281 0.0028 0.0006 0.0022
282 0.0028 0.0006 0.0022
283 0.0028 0.0006 0.0021
284 0.0028 0.0006 0.0021
285 0.0027 0.0006 0.0021
286 0.0027 0.0006 0.0021
287 0.0027 0.0006 0.0021
288 0.0027 0.0006 0.0021
Total soil rain loss = 0.39 (In)
Total effective rainfall = 1.66 (In)
Peak flow rate in flood hydrograph = 3.20 (CFS)
24 - H 0 U R S T 0 R M
R u n o f f H y d r o g r a p h
Hydrograph in 5 Minute intervals ( (CFS) )
Time (h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
0+ 5 0.0000 0.01 Q I I I I
0+10 0.0003 0.04 Q I I I I
0+15 0.0006 0.05 Q I I I I
0+20 0.0010 0.05 Q I I I I
0+25 0.0014 0.05 4 I I I I
0+30 0.0017 0.05 Q I I I I
0+35 0.0021 0.05 Q I I I I
0+40 0.0025 0.05 Q I I I I
0+45 0.0028 0.05 Q I I I
0+50 0.0032 0.05 Q I I I I
0+55 0.0036 0.05 Q I I I I
1+ 0 0.0040 0.05 Q I I I I
1+ 5 0.0043 0.05 Q I I I I
RFB 20-21.13:Page 225
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UNIT HYDROGRAPH:
PROPOSED HYDROLOGY 24hr Q1oo
RFB 20-21.13:Page 232
Exhibit A:Page 256 of 301
U n i t H y d r o g r a p h A n a 1 y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2014, Version 9.0
Study date 07/20/20 File Name 201925pr.out
Orange County Unit Hydrograph Hydrology Method
Manual Date (s) - October 1986, November 1996
Program License Serial Number 6304
201925 HANDY PARK PARKING LOT
Q2-24HR PROPOSED CONDITIONS
07/20/2020 DMB
201925pr.0UT
Storm Event Year = 2
Antecedent Moisture Condition = 1
English (in-lb) Input Units Used
Area-averaged max loss rate, Fm ********
SCS curve Area Area Soil Fp Ap Fm
No. (AMCII) (Ac. ) Fraction Group (In/Hr) (dec.)In/Hr)
56.0 2.1 1.00 B 0.300 0.072 0.022
Area-averaged adjusted loss rate Fm (In/Hr) = 0.022
Area-Averaged low loss rate fraction, Yb **********
Area Area SCS CN SCS CN S Pervious
Ac. ) Fract AMC2)AMC1) Yield Fr
0.15 0.072 56.0 36.0 17.78 0.068
1.97 0.928 98.0 98.0 0.20 0.890
Area-averaged catchment yield fraction, Y = 0.831
Area-averaged low loss fraction, Yb = 0.169
Direct entry of lag time by user
Watershed area = 2.12 (Ac. )
Catchment Lag time = 0.097 hours
Unit interval = 5.000 minutes
RFB 20-21.13:Page 233
Exhibit A:Page 257 of 301
Unit interval percentage of lag time = 85. 6458
Hydrograph baseflow =0.00 (CFS)
Average maximum watershed loss rate (Fm) = 0.022 (In/Hr)
Average low loss rate fraction (Yb) = 0.169 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.190 (In)
Computed peak 30-minute rainfall = 0.400 (In)
Specified peak 1-hour rainfall = 0.530 (In)
Computed peak 3-hour rainfall = 0.890 (In)
Specified peak 6-hour rainfall = 1.220 (In)
Specified peak 24-hour rainfall = 2.050 (In)
Rainfall depth area reduction factors:
Using a total area of 2.12 (Ac. ) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.190 (In)
30-minute factor = 1.000 Adjusted rainfall = 0.400 (In)
1-hour factor = 1.000 Adjusted rainfall = 0.530 (In)
3-hour factor = 1.000 Adjusted rainfall = 0.890 (In)
6-hour factor = 1.000 Adjusted rainfall = 1.220 (In)
24-hour factor = 1.000 Adjusted rainfall = 2.050 (In)
U n i t H y d r o g r .a p h
Interval S' Graph Unit Hydrograph
Number Mean values CFS) )
K = 25.64 (CFS) )
1 12.848 3.294
2 68. 949 14.383
3 95.544 6.819
4 99.195 0.936
5 100.000 0.206
Peak Unit Adjusted mass rainfall Unit rainfall
Number In) In)
1 0.1900 0.1900
2 0.2534 0.0634
3 0.2999 0.0465
4 0.3380 0.0381 .
5 0.3708 0.0328
6 0.4000 0.0292
7 0.4258 0.0258
8 0.4495 0.0237
9 0.4715 0.0220
10 0.4921 0.0206
11 0.5116 0.0194
12 0.5299 0.0184
13 0.5503 0.0204
14 0.5699 0.0196
15 0.5888 0.0189
RFB 20-21.13:Page 234
Exhibit A:Page 258 of 301
16 0.6070 0.0182
17 0.6246 0.0176
18 0.6417 0.0171
19 0.6583 0.0166
20 0.6744 0.0161
21 0.6901 0.0157
22 0.7054 0.0153
23 0.7204 0.0150
24 0.7350 0.0146
25 0.7493 0.0143
26 0.7633 0.0140
27 0.7770 0.0137
28 0.7905 0.0134
29 0.8037 0.0132
30 0.8166 0.0130
31 0.8294 0.0127
32 0.8419 0.0125
33 0.8542 0.0123
34 0.8663 0.0121
35 0.8782 0.0119
36 0.8900 0.0118
37 0. 9012 0.0112
38 0. 9122 0.0110
39 0. 9230 0.0108
40 0. 9337 0.0107
41 0. 9442 0.0105
42 0. 9547 0.0104
43 0. 9649 0.0103
44 0.9751 0.0101
45 0. 9851 0.0100
46 0. 9950 0.0099
47 1.0048 0.0098
48 1.0145 0.0097
49 1.0240 0.0096
50 1.0335 0.0095
51 1.0428 0.0094
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Exhibit A:Page 263 of 301
286 2.0447 0.0027
287 2.0473 0.0027
288 2.0500 0.0027
Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
number) In) In) In)
1 0.0027 0.0005 0.0022
2 0.0027 0.0005 0.0022
3 0.0027 0.0005 0.0022
4 0.0027 0.0005 0.0022
5 0.0027 0.0005 0.0022
6 0.0027 0.0005 0.0023
7 0.0027 0.0005 0.0023
8 0.0027 0.0005 0.0023
9 0.0027 0.0005 0.0023
10 0.0027 0.0005 0.0023
11 0.0028 0.0005 0.0023
12 0.0028 0.0005 0.0023
13 0.0028 0.0005 0.0023
14 0.0028 0.0005 0.0023
15 0.0028 0.0005 0.0023
16 0.0028 0.0005 0.0023
17 0.0028 0.0005 0.0023
18 0.0028 0.0005 0.0023
19 0.0028 0.0005 0.0024
20 0.0028 0.0005 0.0024
21 0.0029 0.0005 0.0024
22 0.0029 0.0005 0.0024
23 0.0029 0.0005 0.0024
24 0.0029 0.0005 0.0024
25 0.0029 0.0005 0.0024
26 0.0029 0.0005 0.0024
27 0.0029 0.0005 0.0024
28 0.0029 0.0005 0.0024
29 0.0029 0.0005 0.0024
30 0.0030 0.0005 0.0025
31 0.0030 0.0005 0.0025
32 0.0030 0.0005 0.0025
33 0.0030 0.0005 0.0025
34 , 0.0030 0.0005 0.0025
35 0.0030 0.0005 0.0025
36 0.0030 0.0005 0.0025
37 0.0030 0.0005 0.0025
38 0.0030 0.0005 0.0025
39 0.0031 0.0005 0.0025
40 0.0031 0.0005 0.0026
41 0.0031 0.0005 0.0026
42 0.0031 0.0005 0.0026
43 0.0031 0.0005 0.0026
44 0.0031 0.0005 0.0026
45 0.0031 0.0005 0.0026
46 0.0031 0.0005 0.0026
RFB 20-21.13:Page 240
Exhibit A:Page 264 of 301
47 0.0032 0.0005 0.0026
48 0.0032 0.0005 0.0026
49 0.0032 0.0005 0.0027
50 0.0032 0.0005 0.0027
51 0.0032 0.0005 0.0027
52 0.0032 0.0005 0.0027
53 0.0033 0.0006 0.0027
54 0.0033 0.0006 0.0027
55 0.0033 0.0006 0.0027
56 0.0033 0.0006 0.0027
57 0.0033 0.0006 0.0028
58 0.0033 0.0006 0.0028
59 0.0033 0.0006 0.0028
60 0.0034 0.0006 0.0028
61 0.0034 Q.0006 0.0028
62 0.0034 0.0006 0.0028
63 0.0034 0.0006 0.0028
64 0.0034 0.0006 0.0028
65 0.0034 0.0006 0.0029
66 0.0035 0.0006 0.0029
67 0.0035 0.0006 0.0029
68 0.0035 0.0006 0.0029
69 0.0035 0.0006 0.0029
70 0.0035 0.0006 0.0029
71 0.0035 0.0006 0.0029
72 0.0036 0.0006 0.0030
73 0.0036 0.0006 0.0030
74 0.0036 0.0006 0.0030
75 0.0036 0.0006 0.0030
76 0.0036 0.0006 0.0030
77 0.0037 0.0006 0.0030
78 0.0037 0.0006 0.0030
79 0.0037 0.0006 0.0031
80 0.0037 0.0006 0.0031
81 0.0037 0.0006 0.0031
82 0.0038 0.0006 0.0031
83 0.0038 0.0006 0.0031
84 0.0038 0.0006 0.0032
85 0.0038 0.0006_0.0032
86 0.0038 0.0007 ' 0.0032
87 0.0039 0.0007 0.0032
88 0.0039 0.0007 0.0032
89 0.0039 0.0007 0.0033
90 0.0039 0.0007 0.0033
91 0.0040 0.0007 0.0033
92 0.0040 0.0007 0.0033
93 0.0040 0.0007 0.0033
94 0.0040 0.0007 0.0033
95 0.0041 0.0007 0.0034
96 0.0041 0.0007 0.0034
97 0.0041 0.0007 0.0034
98 0.0041 0.0007 0.0034
99 0.0042 0.0007 0.0035
100 0.0042 0.0007 0.0035
RFB 20-21.13:Page 241
Exhibit A:Page 265 of 301
101 0.0042 0.0007 0.0035
102 0.0043 0.0007 0.0035
103 0.0043 0.0007 0.0036
104 0.0043 0.0007 0.0036
105 0.0044 0.0007 0.0036
106 0.0044 0.0007 0.0036
107 0.0044 0.0007 0.0037
108 0.0044 0.0008 0.0037
109 0.0045 0.0008 0.0037
110 0.0045 0.0008 0.0037
111 0.0045 0.0008 0.0038
112 0.0046 0.0008 0.0038
113 0.0046 0.0008 0.0038
114 0.0046 0.0008 0.0039
115 0.0047 0.0008 0.0039
116 0.0047 0.0008 0.0039
117 0.0048 0.0008 0.0040
118 0.0048 0.0008 0.0040
119 0.0049 0.0008 0.0040
120 0.0049 0.0008 0.0041
121 0.0049 0.0008 0.0041
122 0.0050 0.0008 0.0041
123 0.0050 0.0009 0.0042
124 0.0051 0.0009 0.0042
125 0.0051 0.0009 0.0043
126 0.0051 0.0009 0.0043
127 0.0052 0.0009 0.0043
128 0.0052 0.0009 0.0044
129 0.0053 0.0009 0.0044
130 0.0054 0.0009 0.0044
131 0.0054 0.0009 0.0045
132 0.0055 0.0009 0.0045
133 0.0055 0.0009 0.0046
134 0.0056 0.0009 0.0046
135 0.0057 0.0010 0.0047
136 0.0057 0.0010 0.0047
137 0.0058 0.0010 0.0048
138 0.0058 0.0010 0.0048
139 0.0059 0.0010 0.0049
140 0.0060 0.0010 0.0050
141 0.0061 0.0010 0.0050
142 0.0061 0.0010 0.0051
143 0:0062 0.0011 0.0052
144 0.0063 0.0011 0.0052
145 0.0077 0.0013 0.0064
146 0.0078 0.0013 0.0065
147 0.0079 0.0013 0.0066
148 0.0080 0.0014 0.0066
149 0.0081 0.0014 0.0067
150 0.0082 0.0014 0.0068
151 0.0083 0.0014 0.0069
152 0.0084 0.0014 0.0070
153 0.0086 0.0014 0.0071
154 0.0086 0.0015 0.0072
RFB 20-21.13:Page 242
Exhibit A:Page 266 of 301
155 0.0088 0.0015 0.0073
156 0.0089 0.0015 0.0074
157 0.0091 0.0015 0.0075
158 0.0092 0.0016 . 0.0076
159 0.0094 0.0016 0.0078
160 0.0095 0.0016 0.0079
161 0.0097 0.0016 0.0080
162 0.0098 0.0017 0.0081
163 0.0100 0.0017 0.0083
164 0.0101 0.0017 0.0084
165 0.0104 0.0018 0.0086
166 0.0105 0.0018 0.0088
167 0.0108 0.0018 0.0090
168 0.0110 0.0018 0.0092
169 0.0118 0.0018 0.0100
170 0.0119 0.0018 0.0101
171 0.0123 0.0018 0.0105
172 0.0125 0.0018 0.0107
173 0.0130 0.0018 0.0112
174 0.0132 0.0018 0.0114
175 0.0137 0.0018 0.0119
176 0.0140 0.0018 0.0122
177 0.0146 0.0018 0.0128
178 0.0150 0.0018 0.0132
179 0.0157 0.0018 0.0139
180 0.0161 0.0018 0.0143
181 0.0171 0.0018 0.0153
182 0.0176 0.0018 0.0158
183 0.0189 0.0018 0.0171
184 0.0196 0.0018 0.0178
185 0.0184 0.0018 0.0166
186 0.0194 0.0018 0.0176
187 0.0220 0.0018 0.0202
188 0.0237 0.0018 0.0219
189 0.0292 0.0018 0.0274
190 0.0328 0.0018 0.0310
191 0.0465 0.0018 0.0447
192 0.0634 0.0018 0.0616
193 0.1900 0.0018 0.1882
194 0.0381 0.0018 0.0363
195 0.0258 0.0018 0.0240
196 0.0206 0.0018 0.0188
197 0.0204 0.0018 0.0186
198 0.0182 0.0018 0.0164
199 0.0166 0.0018 0.0148
200 0.0153 0.0018 0.0135
201 0.0143 0.0018 0.0125
202 0.0134 0.0018 0.0116
203 0.0127 0.0018 0.0109
204 0.0121 0.0018 0.0103
205 0.0112 0.0018 0.0094
206 0.0107 0.0018 0.0089
207 0.0103 0.0017 0.0085
208 0.0099 0.0017 0.0082
RFB 20-21.13:Page 243
Exhibit A:Page 267 of 301
209 0.0096 0.0016 0.0079'
210 0.0093 0.0016 0.0077
211 0.0090 0.0015 0.0075
212 0.0087 0.0015 0.0072
213 0.0085 0.0014 0.0070
214 0.0083 0.0014 0.0069
215 0.0081 0.0014 0.0067
216 0.0079 0.0013 0.0065
217 0.0063 0.0011 0.0052
218 0.0062 0.0010 0.0051
219 0.0060 0.0010 0.0050
220 0.0059 0.0010 0.0049
221 0.0057 0.0010 0.0048
222 0.0056 0.0010 0.0047
223 0.0055 0.0009 0.0046
224 0.0054 0.0009 0.0045
225 0.0053 0.0009 0.0044
226 0.0052 0.0009 0.0043
227 0.0051 0.0009 0.0042
228 0.0050 0.0008 0.0041
229 0.0049 0.0008 0.0041
230 0.0048 0.0008 0.0040
231 0.0047 0.0008 0.0039
232 0.0047 0.0008 0.0039
233 0.0046 0.0008 0.0038
234 0.0045 0.0008 0.0038
235 0.0045 0.0008 0.0037
236 0.0044 0.0007 0.0036
237 0.0043 0.0007 0.0036
238 0.0043 0.0007 0.0035
239 0.0042 0.0007 0.0035
240 0.0042 0.0007 0.0035
241 0.0041 0.0007 0.0034
242 0.0041 0.0007 0.0034
243 0.0040 0.0007 0.0033
244 0.0040 0.0007 0.0033
245 0.0039 0.0007 0.0032
246 0.0039 0.0007 0.0032
247 0.0038 0.0006 0.0032
248 0.0038 0.0006 0.0031
249 0.0037 0.0006 0.0031
250 0.0037 0.0006 0.0031
251 0.0036 0.0006 0.0030
252 0.0036 0.0006 0.0030
253 0.0036 0.0006 0.0030
254 0.0035 0.0006 0.0029
255 0.0035 0.0006 0.0029
256 0.0035 0.0006 0.0029
257 0.0034 0.0006 0.0028
258 0.0034 0.0006 0.0028
259 0.0034 0.0006 0.0028
260 0.0033 0.0006 0.0028
261 0.0033 0.0006 0.0027
262 0.0033 0.0006 0.0027
RFB 20-21.13:Page 244
Exhibit A:Page 268 of 301
263 0.0032 0.0005 0.0027
264 0.0032 0.0005 0.0027
265 0.0032 0.0005 0.0026
266 0.0032 0.0005 0.0026
267 0.0031 0.0005 0.0026
268 0.0031 0.0005 0.0026
269 0.0031 0.0005 0.0026
270 0.0031 0.0005 0.0025
271 0.0030 0.0005 0.0025
272 0.0030 0.0005 0.0025
273 0.0030 0.0005 0.0025
274 0.0030 0.0005 0.0025
275 0.0029 0.0005 0.0024
276 0.0029 0.0005 0.0024
277 0.0029 0.0005 0.0024
278 0.0029 0.0005 0.0024
279 0.0029 0.0005 0.0024
280 0.0028 0.0005 0.0024
28.1 0.0028 0.0005 0.0023
282 0.0028 0.0005 0.0023
283 0.0028 0.0005 0.0023
284 0.0028 0.0005 0.0023
285 0.0027 0.0005 0.0023
286 0.0027 0.0005 0.0023
287 0.0027 0.0005 0.0022
288 0.0027 0.0005 0.0022
Total soil rain loss = 0.26 (In)
Total effective rainfall = 1.79 (In)
Peak flow rate in flood hydrograph = 3.29 (CFS)
24 - H 0 U R S T O R M
R u n o f f H y d r o g r a p h
Hydrograph in 5 Minute intervals ( (CFS) )
Time (h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
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RFB 20-21.13:Page 245
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Exhibit A:Page 270 of 301
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RFB 20-21.13:Page 247
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Exhibit A:Page 274 of 301
23+40 0.3138 0.06 Q I I I VI
23+45 0.3142 0.06 Q I I I UI
23+50 0.3146 0.06 4 I I I VI
23+55 0.3150 0.06 Q I I I UI
24+ 0 0.3154 0.06 Q I I I 11
24+ 5 0.3157 0.05 Q I I I 11
24+10 0.3158 0.02 4 I I I 11
24+15 0.3159 0.00 Q I I I VI
24+20 0.3159 0.00 Q I I I VI
RFB 20-21.13:Page 251
Exhibit A:Page 275 of 301
STRUCTURAL CALCULATIONS
FOR
HANDY PARK PARKING LOT AND PRE-
FABRICATED BUILDING IMPROVEMENTS
CITY OF ORANGE
ORANGE, CA
KNA No. 377.007
May 2020 '
Prepared Under the Direction of:
S
Q
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l
a
No. m
6/30/21 a
qT rRUCT RP*
F F CAI.'
Josh Randall
Registered Structural Engineer, S.E. 4506 (CA)
KNA
ENGINE RS
9931 Muirlands Blvd.,Irvine,CA 92618
Tel (949) 462-3200•Fax(949)462-3201
www.KNAstructural.com
RFB 20-21.13:Page 252
Exhibit A:Page 276 of 301
HANDY PARK PARKING LOT AND PRE-FABRICATED BUILDING
IiVIPROVEMENTS
CITY OF ORANGE
Orange, CA
Description Starts on Paqe
VOLUME 1
Typical Calculations
Typical Loads 1 of 25
Shade Structure Beam Key Plan 1 of 25
Lateral Calculations 13 of 25
Foundation Calculation 17 of 25
KNA No. 377.007
May 2020
RFB 20-21.13:Page 253
Exhibit A:Page 277 of 301
STPt lCTURAL
ENGiNEERS sHeEr oF
PROJEC7' JOB NO
DATE
CLIENT BY
PG
1j
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KNA Exhibit A:Page 278 of 301
STItUCTURAL 2
ENGINEERS sHeEr oF
PROJECT JOB NO
DATE
CLIENT BY
PG
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1,«RFB 20=21':1-3:Page 255_ .....____._._._.._.._;__.._.._,,. ._._ _ _..__._.... ---._; __.____.
s
Project Title:
Exhibit A:Page 279 of 301
T. Engineer: 3
ProjectlD:
7 ProjectDescr:
inte rif,y u ifi da
Printed:19MAY2020, 9:01AM
ASCE 7-16 W.ind Forces Chpt 28 Pt2 $t Ci v
ne,A[ohitects1007-HandyPark
ShoftwarecopyrighOtENERCALC,NC11983-2020,,BuId:12.20.2.28 .f iL
i.i
DESCRIPTION: Shade Structure
WIND FOR B1
General Design Values Calculations per ASCE 7-16
V:Basic Wind Speed per Sect 26.5-1 or 2 95.0 mph
User specified minimum design pressure 10.0 psf.
Occupancy per Table 1.5-1 I I All Buildings and other structures except those listed
Exposure Category per 26.7 Exposure B
Topographic Factor Kzt per 26.8 1.00
Lambda"is interpolated between height tablular values.
Main Force Resisting Svstem Values Component 8 Cladding Values
MRH:Mean Roof Height 9.0 ft Effective Wind Area of Component&Cladding 13.0 ft^2
Roof Slope Angle 0 to 5 degrees Roof pitch for cladding pressure FIaUHip/Gable Roof
LHD:Least Horizontal Dimension 15.0 ft
a=max(0.04*LHD,3,min(0.10'LHD,0.4'MRH))3.00 ft
Lambda MWFRS:per Figure 26.8-1 1.00 Lambda Componant&Cladding:per Figure 30.4=1 0.82
Design Wind Pressures
Horizontal Pressures...
Zone: A = 14.30 psf Zone: C = 10.00 psf
Zone: B = 10.00 psf Zone: D = 10.00 psf
Vertical Pressures...
Zone: E _ 17.20 psf Zone: G =12.00 psf
Zone: F = 10.00 psf Zone: H =10.00 psf
Overhangs...
Zone: Eoh = 24.10 psf Zone: Goh =18.80 psf
ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from
Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps,for zones A and C equal to+16
psf,Zones B and D equal to+8 psf,while assuming ps for Zones E, F, G, and H are equal to 0 psf.
Component 8 Cladding Design Wind Pressures Design Wind Pressure=Lambda"Kzt'Ps30 perEq 30.4-1
Roof Pressures Positive Negative Overhang Pressures Neaative
Zone 1 10.000 20.820 psf Zone 1 15.344 psf
Zone 1' 10.000 12.218 psf Zone 1' 15.344 psf
Zone 2 10.00Q1 27.421.psf; Zone 2 18.531 psf -.
Zone 2e psf Zone 2e psf
Zone 2n psf Zone 2n - psf
Zone 2r t*• psf Zone 2r psf
Zone 3 10.000 37.048 psf Zone 3 24.785 psf
Zone 3e psf Zone 3e psf
Zone 3r psf Zone 3r psf
Wall Pressures
Wall Zone 4: 13.112 14260 Psf There is no value in Figure 30.4-1 Tabular Values
Wall Zone 5: 13.112 17.450 psf
RFB 20-21.13:Page 256
I I, Project Title:
Exhibit A:Page 280 of 301
STF U T4JRAL En9ineer: 4
ProjectlD:
r'`1 Project Descr:
in#r,riiy f idt ir
Printed:19 MAY 2020, 9:15AM
4 CiE 7-16 Wind Forces Chpt 28 Pt2,$t Ci U
ng I itects10U7-HandyPark
SoftwarecopjrrighOtENERCA CO NC 1983-20201BuiId.12.20.2.28 .r`
DESCRIPTION: Shade Structure-Wind for B2
General Design Values Calculations per ASCE 7-16
V:Basic Wind Speed per Sect 26.5-1 or 2 95.0 mph
Userspecified minimum design pressure 10.0 psf
Occupancy per Table 1.5-1 I I All Buildings and other structures except those listed
Exposure Category per 26.7 Exposure B
Topographic Factor Kzi per 26.8 1.00
Lam6da"is interpolafed between height tablular values.
Main Force Resisting Svstem Values Component&Cladding Values
MRH:Mean Rbof Height 9.0 ft Effective Wind Area of Component&Cladding 117.0 ft"2
Roof Slope Angle 0 to 5 degrees Roof pitch for cladding pressure FIaUHip/Gable Roof
LHD:Least Horizontal Dimension 15.0 ft
a=max(0.04*LHD,3,min(0.10*LHD,0.4'MRH))3.00 ft
Lambda MWFRS:per Figure 26.8-1 1.00 Lambda Componant 8 Cladding:per Figure 30.4-1 0.82
Design Wind Pressures
Horizontal Pressures...
Zone: A = 14.30 psf Zone: C = 10.00 psf
Zone: B = 10.00 psf Zone: D =10.00 psf
Vertical Pressures...
Zone: E _ 17.20 psf Zone: G =12.00 psf
Zone: F = 10.00 psf Zone: H =10.00 psf
Overhangs...
Zone: Eoh = 24.10 psf Zone: Goh =18.80 psf
ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from
Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps,for zones A and C equal to+16
psf,Zones B and D equal to+8 psf,while assuming ps for Zones E, F, G, and H are equal to 0 psf.
Component&Cladding Design Wind Pressures Design Wind Pressure=Lambda*Kzf'Ps30 per Eq 30.4-1
Roof Pressures Positive Negative Overhang Pressures Neaative
Zane 1 10.000 16.564 psf Zone 1 15.734 psf
Zone 1' 10.000 12.218 psf Zone 1' 21.248 psf
Zone 2 10.000: 21.976.psf Zone 2 29.586 psf
Zone 2e psf Zone 2e psf
Zone 2n psf Zone 2n psf
Zone 2r psf Zone 2r psf
Zone 3 10.000 26.158 psf Zone 3 18.491 psf
Zone 3e psf Zone 3e psf
Zone 3r psf Zone 3r psf
Wall Pressures
Wall Zone 4: 11.316 12.464 Psf There is no value in Figure 30.4-1 Tabular Values
Wall Zone 5: 11.316 13.858 psf
RFB 20-21.13:Page 257
Exhibit A:Page 281 of 301
I Project Title:
5STRUCT4JRAI. Engineer:
t'; Project ID:
ENGIi'EERS Project Descr:
irr#ec rii built h
Printed:29 MAY 2020, 1:30PM
Wood Beam NA Landspping Architects1007-Handy Park Shade SWclures-Orange,CA130-CD1CalculationslHandy Park.ec6.
Software copyright ENERCALC,INC.1983-2020,BuiId:12.202.28.
ii
DESCRIPTION: B1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Efasticity
LoadCombinationASCE7-16 Fb- 1,0OO.Opsi Ebend-xx 1,700.Oksi
Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.1 Fv 180.0 psi
Ft 675.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
i._.
D(0.006)Lr(0.02)W(0.03742)
I
i
i
I 2x12
L
Span=13.0 ft
Ji
r
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0060, Lr=0.020, W=0.03742, Tributary Width=1.0 ft
DESIGN SUMMARY
9 _...._... _...... . ___ Maximum Bendin Stress Ratio 0.20 1 Maximum Shear Stress Ratio 0.072 : 1
Section used for this span 2x12 Section used for this span 2x12
332.46psi 20.65 psi
1,600.00psi 288.00 psi
Load Combination D+0.750Lr+0.450W Load Combination D+0.750Lr+0.450W
Location of maximum on span 6.500ft Location of maximum on span 12.099 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.080 in Ratio= 1951>=360
Max Upward Transient Deflection 0.000 In Ratio=0<360
Max Downward Total Deflection 0.089 in Ratio= 1759>=180
Max Upward Total Deflection 0.000 in Ratio=0<180
Maximum Forces 8 Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V d FN i r m t L M fb F'b V fv F'v
D Only 0.00 0.00 0.00 0.00
Length=13.0 ft 1 0.086 0.030 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.20 77.37 900.00 0.05 4.81 162.00
D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.0 ft 1 0.190 0.066 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.63 237.61 1250.00 0.17 14.76 225.00
D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.0 ft 1 0.158 0.055 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.52 197.55 1250.00 0.14 12.27 225.00
D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.0 ft 1 0.161 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 257.26 1600.00 0.18 15.98 288.00
D+0.750Lr+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.0 ft 1 0.208 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 332.46 1600.00 0.23 20.65 288.00
D+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.0 ft 1 0.133 0.046 1.60 1.000 1.00 1.00 1.00 1.00 7.00 0.56 212.29 1600.00 0.15 13.19 288.00
O.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
RFB 20-21.13:Page 258
Project Title: Exhibit A:Page 282 of 301
Engineer: 6
JT u T 1. Project ID:
7 Project Descr:
fnte rii,y drf fn
Printed:29 MAY 2020, 1:30PM
WOOCI B@alll 2HA Landsraping Architects1007-Handy Park Shade SWctures-Orange,CA\30-CDICalculationslHandy Park.ec6 .
Software copyright ENERCALC,INC.1983-2020,BuiId:1220.2.28 .
i.
DESCRIPTION: B1
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V d FN i r m t L M fb F'b V fv F'v
Lengih=13.0 ft 1 0.141 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 226.31 1600.00 0.16 14.06 288.00
O.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.0 ft 1 0.029 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 46.42 1600.00 0.03 2.88 288.00
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D+0.750Lr+0.450W 1 0.0886 6.547 0.0000 0.000
Vertical Reactions Support notation:far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.270 0.270
Overall MlNimum 0.243 0.243
D Only 0.063 0.063
D+Lr 0.193 0.193
D+0.750Lr 0.160 0.160
D+O.60W 0.209 0.209
D+0.750Lr+0.450W 0.270 0270
D+0.450W 0.172 0.172
O.60D+O.60W 0.184 0.184
O.60D 0.038 0.038
Lr Only 0.130 0.130
W Only 0.243 0.243
RFB 20-21.13:Page 259
Project Title:
Exhibit A:Page 283 of 301
Engineer:
i`:, Project ID:
i 7'$ ProjectDescr:
ir te rii r bt t in
Printed:19MAY2020, 9:31AM
WOOCI B@a171 HA Landscaping Architects1007-Handy Park Shade Structures-Orenge,CA130-CD1CalculationslHandy Park.ec6 .
Software copyright ENERCALC,INC.1983-2020,BuiId:1220.2.28 .
ii
DESCRIPTION: B2
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticify
Load Combination ASCE 7-16 Fb- 1850 psi Ebend-xx 1800ksi
Fc-Prll 1650 psi Eminbend=xx 950 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi
Ft 1100 psi Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D 0.0390 Lr 0.130 W 02080
I 5.5x18 5.5x18 5.5x18 5.5x18 5.5x18
Span=6.0 ft Span=18.0 ft. Span=18.0 ft Span=18.0 ft Span=8.0 ft
i
i
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans: D=0.0390, Lr=0.130, W=0.2080 klft
DESIGN.SUNIMARY
Maximum Bending Stress Ratio = 0.113 1 Maximum Shear Stress Ratio 0.074 : 1
Section used for this span 5.5x18 Section used for this span 5.5x18
325.25psi 31.58 psi
2,866.23psi 424.00 psi
Load Combination D+0.750Lr+0.450W Load Combination D+0.750Lr+0.450W
Location of maximum on span 18.00Oft Location of maximum on span 16.633ft
Span#where maximum occurs Span#4 Span#where maximum occurs Span#2
Maximum Deflection
Max Downward Transient Deflection 0.052 in Ratio= 3664>=360
Max Upward Transient Deflection 0.008 in Ratio= 17296>=360
Max Downward Total Deflection 0.063 in Ratio= 3030>=180
Max Upward Total Deflection 0.010 in Ratio= 14300>=180
Maximum Forces 8 Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V d FN i r m t L M fb F'b V fv F'v
D Only 0.00 0.00 0.00 0.00
Length=6:0 ft 1 0.026 0.027 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.09 43.97 1665.00 0.42 6.39 238.50
Length=18.0 ft 2 0.045 0.032 0.90 0.968 1.00 1.00 1.00 1.00 1.00 1.80 72.63 161225 0.50 7.59 238.50
Length=18.0 ft 3 0.045 0.032 0.90 0.968 1.00 1.00 1.00 1.00 1.00 1.80 72.63 1612.25 0.48 7.59 238.50
Length=18.0 ft 4 0.048 0.032 0.90 0.968 1.00 1.00 1.00 1.00 1.00 1.93 78.17 1612.25 0.48 7.59 238.50
Length=S.0 ft 5 0.047 0.032 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.93 78.17 1665.00 0.40 7.59 238.50
D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.060 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.43 138.51 2312.50 1.33 20.15 331.25
Length=18.0 ft 2 0.102 0.072 1.25 0.968 1.00 1.00 1.00 1.00 1.00 5.66 228.80 2239.24 1.58 23.91 331.25
Length=18.0 ft 3 0.102 0.072 1.25 0.968 1.00 1.00 1.00 1.00 1.00 5.66 228.80 2239.24 1.50 23.91 331.25
Lengtfi=18.0 ft 4 0.110 0.072 1.25 0.968 1.00 1.00 1.00 1.00 1.00 6.09 246.25 2239.24 1.53 23.91 331.25
Lengtli=8.0 ft 5 0.106 0.072 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.09 246.25 2312.50 1.25 23.91 331.25
RFB 20-21.13:Page 260
w/ Project Title:
Exhibit A:Page 284 of 301
r-r. Engineer: ,
Project Descr:
irrt e€6fy u i#irt
Printed:19 MAY 2020, 9:31AM
Wood Beam v+L.andscaping Architects1007-Handy Park Shade SWctures-Orange,CA130-CD1Calcuia6ons\Handy Park.ec6 .
Software copyright ENERCALC,INC.1983-2020,BuiId:1220.228 .
ii
DESCRIPTION: B2
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V d FN i C C m C t C M fb F'b V fv F'v
D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.050 0.050 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.84 114.88 2312.50 1.10 16.71 331.25
Length=18.0 fl 2 0.085 0.060 1.25 0.968 1.00 1.00 1.00 1.00 1.00 4.70 189.76 2239.24 1.31 19.83 331.25
Length=18.0 ft 3 0.085 0.060 1.25 0.968 1.00 1.00 1.00 1.00 1.00 4.70 189.76 2239.24 1.25 19.83 331.25
Length=18.0 ft 4 0.091 0.060 1.25 0.968 1.00 1.00 1.00 1.00 1.00 5.05 204.23 2239.24 1.27 19.83 331.25
Length=S.0 ft 5 0.088 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.05 204.23 2312.50 1.04 19.83 331.25
D+0.60W 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.046 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 134.73 2960.00 1.29 19.60 424.00
Length=18.0 ft 2 0.078 0.055 1.60 0.968 1.00 1.00 1.00 1.00 1.00 5.51 222.56 2866.23 1.53 23.25 424.00
Length=18.0 ft 3 0.078 0.055 1.60 0.968 1.00 1.00 1.00 1.00 1.00 5.51 222.56 2866.23 . 1.46 _ 23.25 424.00
Length=18.0 ft 4 0.084 0.055 1.60 0.968 1.00 1.00 1.00 1.00 1.00 5.93 239.52 2866.23 1.49 23.25 424.00
Length=8.0 fl 5 0.081 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.93 239.52 2960.00 1.22 23.25 424.00
D+0.750Lr+0.450W . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.062 0.063 1.60 1:000 1.00 1.00 . 1.00 1.00 1.00 4.53 182.95 2960.00 1.76 26.61 424.00
Length=18.0 ft 2 0.105 0.074 1.60 0.968 1.00 1.00 1.00 1.00 1.00 7.48 302.21 2866.23 2.08 31.58 424.00
Length=18.0 ft 3 0.105 0.074 1.60 0.968 1.00 1.00 1.00 1.00 1.00 7.48 302.21 2866.23 1.99 31.58 424.00
Length=18.0 ft 4 0.113 0.074 1.60 0.968 1.00 1.00 1.00 1.00 1.00 8.05 32525 2866.23 2.02 31.58 424.00
Length=8.0 ft 5 0.110 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.05 325.25 2960.00 1.66 31.58 424.00
D+p.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Cength=6.0 ft 1 0.038 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.77 112.04 2960.00 1.08 16.30 424.00
Length=18.0 ft 2 0.065 0.046 1.60 0.968 1.00 1.00 1.00 1.00 1.00 4.58 185.08 2866.23 L28 19.34 424.00
Cength=18.0 ft 3 0.065 0.046 1.60 0.968 1.00 1.00 1.00 1.00 1.00 4.58 185.08 286623 1.22 19.34 424.00
Length=18.0 ft 4 0.069 0.046 1.60 0.968 1.00 1.00 1.00 1.00 1.00 4.93 199.18 2866.23 1.24 19.34 424.00
Length=8.0 ft 5 0.067 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.93 199.18 2960.00 1.01 19.34 424.00
0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.040 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.90 117.14 2960.00 1.12 17.04 424.00
Length=18.0 ft 2 0.068 0.048 1.60 0.968 1.00 1.00 1.00 1.00 1.00 4.79 193.51 2866.23 1.33 20.22 424.00
Lenglh=18.0 ft 3 0.068 0.048 1.60 0.968 1.00 1.00 1.00 1.00 1.00 4.79 193.51 2866.23 1.27 20.22 424.00
Length=18.0 ft 4 0.073 0.048 1.60 0.968 1.00 1.00 1.00 1.00 1.00. . 5.15 208.26 2866.23 1.29 20.22 424.00
Length=8.0 ft 5 0.070 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.15 208.26 2960.00 1.06 20.22 424.00
O.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.009 0.009 1,60 1.000 1.00 1.00 1.00 1.00 1.00. 0.65 26.38 , 2960.00 0.25 3.84 424.00
Length=18.0 ft 2 0.015 0.011 1.60 0.968 1.00 1.00 1.00 1.00 1.00 . 1.08 43.58 2866.23 0.30 4.55 424.00
Length=18.0 ft 3 0.015 0.011 1.60 0.968 1.00 1.00 1.00 1.00 1.00 1.08 43.58 2866.23 0.29 4.55 424.00
Length=18.0 ft 4 0.016 0.011 1.60 0.968 1.00 1.00 1.00 1.00 1.00 1.16 46.90 2866.23 0.29 4.55 424.00
Length=8.0 ft 5 0.016 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.16 46.90 2960.00 0.24 4.55 424.00
Overall fVlaximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
1 0.0000 0.000 D+0.750Lr+0.450W 0.0101 0.000
D+0.750Lr+0.450W 2 0.0369 8.658 0.0000 0.000
D+0.750Lr+0.450W 3 0.0232 9.342 D+0.750Lr+0.450W 0.0003 0.456
D+0.750Lr+0.450W 4 0.0192 8.658 D+0.750Lr+0.450W 0.0009 17.316
D+0.750Lr+0.450W 5 0.0634 8.000 0.0000 17.316
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6
Overall MAXimum 3.609 4.757 4.366 4.373
Overall MlNimum 2.984 3.934 3.610 3.616
D Only 0.867 1.143 1.049 1.051
D+Lr 2.733 3.602 3.305 3.311
D+0.750Lr 2.266 2.987 2.741 2.746
D+O.60W 2.658 3.503 3.215 3.221
D+0.750Lr+0.450W 3.609 4.757 4.366 4.373
D+0.450W 2.210 2.913 2.674 2.678
0.60D+O.60W 2.311 3.046 2.796 2.800
O.60D 0.520 0.686 0:630 0.631
Lr Only 1.865 2.458 -2:256 2.260
W Only 2.984 3.934 3.610 3.616
RFB 20-21.13:Page 261
Project Title:
Exhibit A:Page 285 of 301
Engineer: 9
Pro ect ID:
Er``E$ , Project Descr:
in#grtiy rar#in
Printed:29 MAY 2020, 1:34PM
WOOC B@aCll NA Landscaping Architects1007-Handy Park Shade SWclures•Orange,CA130-CD1CalculationslHandy Park.ec6 .
Software copyright ENERCALC,INC.1983-2020,BuiId:12.202.28 .
i
DESCRIPTION: B3
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity
LoadCombinationASCE7-16 Fb- 1,0OO.Opsi Ebend-xx 1,700.Oksi
Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.1 Fv 180.0 psi
Ft 675.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
I.... _..
D(0.006)Lr(0.02)W(0.03742)
i
i
I
i
2x12
i
i
I
Span=17.0 ft
I f
I
Applled LOadS Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0060, Lr=0.020, W=0.03742, Tributary.Width=1.0 ft
DESIGM SUMMARY
Maximum Bending Stress Ratio = 0.355 1 Maximum Shear Stress Ratio 0.097 : 1
Section used for this span 2x12 Section used for this span 2x12
568.53 psi 27.92 psi
1,600.00psi 288.00 psi
Load Combination D+0.750Lr+0.450W Load Combination D+0.750Lr+0.450W
Location ofmaximum on span 8.500ft Location of maximum on span O.00Oft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.234 in Ratio= 872>=360
Max Upward Transient Deflection 0.000 In Ratio=0<360
Max Downward Total Defiection 0.259 in Ratio= 786>=180
Max Upward Total Deflection 0.000 in Ratio=0<180
Maximum Forces 8 Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V d FN i r m t L M fb F'b V fv F'v
D Only 0.00 0.00 0.00 0.00 -
Length=17.0 ft . 1 0.147 0.040 0.90 1.000 1.00 1.00 7.00 1.00 1.00 0.35 132.31 900.00 0.07 6.50 162.00
D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=17.0 ft 1 0.325 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.07 406.33 1250.00 0.22 19.95 225.00
D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=17.0 ft 1 0.270 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0,89 337.82 1250.00 0.19 16.59 225.00
D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=17.0 ft 1 0.275 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.16 439.92 1600.00 0.24 21.60 288.00
D+0.750Lr+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=17.0 ft 1 0.355 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.50 568.53 1600.00 0.31 27.92 288.00
D+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=17.0 ft 1 0.227 . 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 363.02 1600.00 0.20 17.83 288.00
O.60D+0.60W 1.000 1.00 1.00 1.00 7.00 1.00 0.00 0.00 0.00 0.00
RFB 20-21.13:Page 262
w,,Project Title: Exhibit A:Page 286 of 301
CT' Engineer:10
Pr ject Descr:
ini c,i,r buidt ia
Printed:29 MAY 2020, 1:34PM
WOOC B@alll HALandscapingArchitects1007-HandyParkShadeSWctures-Orange,CAl30-CDtCalculationslHandyPark.ec6.
Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.228 .
i
DESCRIPTION: B3
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V d FN i r m t M fb ., F'b V fv F'v
Length=17.0 ft 1 0.242 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.02 387.00 1600.00 0.21 19.01 288.00
0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=17.0 ft 1 0.050 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.21 79.39 1600.00 0.04 3.90 288.00
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Loca6on in Span
D+0.750Lr+0.450W 1 0.2592 8.562 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.353 0.353
Overall MlNimum 0.318 0.318
D Only 0.082 0.082
D+Lr 0.252 0.252
D+0.750Lr 0.210 0.210
D+O.60W 0.273 0.273
D+0.750Lr+0.450W 0.353 0.353
D+0.450W 0.225 0.225
0.60D+O.60W 0.240 0.240
0.60D 0.049 0.049
Lr Only 0.170 0.170
W Only 0.318 0.318
RFB 20-21.13:Page 263
Project Title:
Exhibit A:Page 287 of 301
b
r- Engineer:11
Project ID:
Project Descr:
ir ity uadt fta
Printed:29 MAY 2020, 1:39PM
WOOCI B@11Y1 NA Landscaping Architects1007-Handy Park Shade SWctures-Orange,CA130-CD1CalculationslHandy Park.ec6 .
Software copyright ENERCALC,INC.1983-2020,BuiId:12.202.28.
i.ii
DESCRIPTION: B4
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: AI lowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
LoadCombination;4SCE7-16 Fb- 1,850.Opsi Ebend-xx 1,800.Oksi
Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi
Ft 1,100.0 psi Density 31.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
I
D 0.0510 Lr 0.170)W 0.3180
i
5.5x18 5.5x18 5.5x18 5.5x18I
Span=3.0 ft Span=15.50 ft Span=15.50 ft Span=3.0 ft
i
I
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans: D=0.0510, Lr=0.170, W=0.3180 klft
DESIGN SUMMARY
fVlaximum Bending Stress Ratio = 0.132 1 Maximum Shear Stress Ratio 0.097 : 1
Section used for this span 5.5x18 Section used for this span 5.5x18
385.07psi 40.95 psi
2,909.41 psi 424.00 psi
Load Combination D+0.750Lr+0.450W Load Combination D+0.750Lr+0.450W
Location of maximum on span 15.500ft Location of maximum on span 14.127ft
Span#where maximum occurs Span#2 Span#where maximum occurs Span#2
Maximum Deflection
Max Downward Transient Deflection 0.032 in Ratio= 5802>=360
Max Upward Transient Deflection 0.019 in Ratio= 3698>=360
Max Downward Total Deflection 0.035 in Ratio= 5378>=180
Max Upward Total Deflection 0.021 in Ratio= 3428>=180
Maximum Forces 8 Stresses for Load Combinations
Load Cortibination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V d FN i r m t M fb F'b V iv F'v
D Only 0.00 0.00 0.00 0.00
Length=3.0 ft 1 0.008 0.022 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.33 13.17 1665.00 0.35 5.35 238.50
Length=15.50 ft 2 0.050 0.036 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.01 81.33 1636.54 0.57 8.65 238.50
Length=15.50 ft 3 0.050 0.036 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.01 81.33 1636.54 0.57 8.65 238,50
Length=3.0 ft 4 0.008 0.036 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.33 13.17 1665.00 0.11 8.65 238.50
D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=3.0 ft 1 0.019 0.054 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.09 44.08 2312.50 1.18 17.91 331.25
Length=15.50 ft 2 0.120 0.087 1.25 0.983 1.00 1.00 1.00 1.00 1.00 6.74 272.15 2272.97 1.91 28.94 331.25
Length=15.50 ft 3 0.120 0.087 1.25 0.983 1.00 1.00 1.00 1.00 1.00 6.74 272.15 2272.97 1.91 28.94 331.25
Length=3.0 ft 4 0.019 0.087 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.09 44.08 2312.50 0.37 28.94 331.25
D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=3.0 ft 1 0.016 0.045 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.90 36.36 2312.50 0.97 14.77 331.25
RFB 20-21.13:Page 264
Exhibit A:Page 288 of 301ProjectTitle:
2
44. T 1. . Engineer:..
j Pro ect ID:
Project Descr:
ln rif,u6!#in
Printed:29 MAY 2020, 1:39PM
WOOCI B@alll 2HA Landscaping Architects1007-Handy Park Shade SWctures-Orange,CA130-CDICalculationslHandy Parksc6 .
Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.2.28 .
i
DESCRIPTION: B4
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M C d C FN C i C C m C t C M fb F'b V fv F'v
Length=15.50 ft 2 0.099 0.072 1.25 0.983 1.00 1.00 1.00 1.00 1.00 5.56 224.45 2272.97 1.58 23.87 331.25
Length=15.50 ft 3 0.099 0.072 1.25 0.983 1.00 1.00 1.00 1.00 1.00 5.56 224.45 2272.97 1.58 23.87 331.25
Length=3.0 ft 4 0.016 0.072 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.90 36.36 2312.50 0.30 23.87 331.25
D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=3.0 ft 1 0.016 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.18 47.86 2960.00 1.28 19.44 424.00
Length=15.50 ft 2 0.102 0.074 1.60 0.983 1.00 1.00 1.00 1.00 1.00 7.31 295.50 2909.41 2.07 31.43 424.00
Length=15.50 ft 3 0.102 0.074 1.60 0.983 . 1.00 1.00 1.00 1.00 1.00 7,31 295.50 2909.41 2.07 31.43 424.00
Length=3.0 ft 4 0.016 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.18 47.86 2960.00 0.40 31.43 424.00
D+0.750Lr+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=3.0 ft 1 0.021 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 _ 1.54 62.37 2960.00 1.67 25.34 424.00
Length=15.50 ft 1 0.132 0.097 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.53 385.07 2909.41 2.70 40.95 424.00
Length=15.50 ft 3 0.132 0.097 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.53 385.07 2909.41 2.70 40.95 424.00
Length=3.0 ft 4 0.021 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.54 62.37 2960.00 0.52 40.95 424.00
D+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=3.0 ft 1 0.013 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 39.19 2960.00 1.05 15.92 424.00
Length=15.50 ft 2 0.083 0.061 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.99 241.96 2909.41 1.70 25.73 424.00
Length=15.50 ft 3 0.083 0:061 1.60 0:983 1.00 1.00 1.00 1.00 1.00 5:99 241.96 2909.41 1.70 25.73 424.00
Length=3.0 ft 4 0.013 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 39.19 2960.00 0.33 25.73 424.00
O.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=3.0 ft - 1 0.014 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1,.00 1.05 42.60 2960.00 1.14 17.30 424.00
Length=15.50 ft ' 2 0.09Q 0.066 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.51 262.97 2909.41 1.85 27.97 424.00
Length=15.50 ft 3 0.090 0.066 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.51 262.97 2909.41 1.85 27.97 424.00
Length=3.0 ft .. 4 0.014 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1,05 42.60 2960.00 0.36 27.97 424.00
0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 O.QO
Length=3.0 ft 1 0.003 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 7.90 2960.00 0.21 3.21 424.00
Length=15.50 ft 2 0.017 0.012 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.21 48.80 2909.41 0.34 5.19 424.00
Length=15.50 ft 3 0.017 0.012 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.21 48.80 2909.41 0.34 5.19 424.00
Length=3.0 ft 4 0.003 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 7.90 2960.00 0.07 5.19 424.00
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span.
1 0.0000 0.000 D+0.750Lr+0.450W 0.0210 0.000
D+0.750Lr+0.450W 2 0.0346 6.867 0.0000 0.000
D+0.750Lr+0.450W 3 0.0339 8.829 0.0000 0.000
4 0.0000 8.829 D+0,750Lr+0.450W 0.0210 3.000
Vertical Reactions Support notaGon:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5
Overall MAXimum 3.173 6.348 3.173
Overall MlNimum 2.941 5.884 2.941
D Only 0.670 1.341 0.670
D+Lr 2.242 4.486 2.242
D+0.750Lr 1.849 3.700 1.849
D+0.60W 2.435 4.871 2.435
D+0.750Lr+0.450W 3.173 6.348 3.173
D+0.450W 1.993 3.989 1.993
O.60D+O.60W 2.167 4.335 2.167
0.60D 0.402 0.804 0.402
Lr Only 1.572 3.146 1.572
W Only 2.941 5.884 2.941
RFB 20-21.13:Page 265
K oj Exhibit A:Page 289 of 301
STRUCT'URAL 13
ENGfi EERS sHEEr oF
PROJECT JOB NO
DATE
CLIENT BY
PG
i
t
Shade Structure
i i
I
Z ; 2"x2" Boards @ 4" O.C.1 .5 sf iP
2X12 Trellis @ 12° O.C.. 4 . 0 psf 5 .
z , R r _
w f ... ..__._.__m.....__..,u___,__..w_..M_._
5 sf t__.__-.._ ,._
J M'i5c . p
6 . 0 psf i f
j _I fi
CMU Pila`ster 1 •
t _ I
2_'_x2__.MU--P•i1a s te-r3_-__._...__..:.._._.258p_sf._._._...w __._.,,._.._ _{_._... _._._._w._.____..... .
i
Y
i
I
1
o R2_.._.....e_ ' .._,...
R3 , _,__
w .R3__.,_ _,_ ___d_. R4 _ ._..._._
W ` R 1 `
v,...
W .;
o s .
W 2 .
r.
w __
R1
8
i . , i
k
f y i 4
r _,
p °
W-1
F
F P f.
r=.. v._.
4
s
C_S= S ds% (R/I) =0 . 933/ (1 . 0/1 . 0) =0 . 933
W_1=0 . 933*6psf*68 '=380 plf i
m.,...__ ..__.__._._.._._-.. _. .._ . ., _. _._ ___ -.W-_2=0:-933*6 ps f-3 ==t_73 p1,__ ,..w_.....,.,__
R1=W1*13 ' /2 = 2, 470# _> Reaction @ ea Pilaster = 2, 470#/4=618#
jR2=W2* (18;` /2+6 ' ) =1, 095# _> Reaction @ ea Pilaster; 1, 095#/2 '=548# i
R3=.W2*18 '§1, 314# =>;, Reaction @ ea Pilaster = 1, 314#/2= 657# ;
iR4=W2* (18 /2+9 ' ) =1241# _> Reaction @ Ea` 1241#/2 =' 621#
r._. . ______- ...___. _.._. _,._._... _._.__ ...w!_P=at___ .-_ .
j iiPilaster, Desiqn i
Self Weight of Column= 0 . 933*258psf*8 . 67 ' /2*2 '=2, 087# I
L=8 . 67
Max Lateral force 'to Pilaster: P_Lat=657#+2, 087#= 2, 744# f
t Axial DL=; 6Psf*18 ' *13 ' /,2=702#i
v._ ,_.___. : .__.__ _._._ _- - -,____.___ _s..__._ ,_..__.__ ._.u._ _ ____ a ..___ ____
tAxial RLL=20psf*18 ' *13 ' /2=2340#
Allowable Drift = 0. 01h=0 . 010* (8 . 67 ' *12!'/1 ' ) =1 . 04 ;
C re ,
i
Is =1 . 0*0 . 517;/1 . 0=0 . 517"<1 . 04" th;erefor oka;y
Max Pilas er deflection — e
v__..,._.__. _ ._...__._t .,. ._.___I B 2U=2-1:13:`Page fi,6._..._____._._.._;______.__.w ....__;--_.._.._w_.___._.__. ._.
y . ,. , . .
f r i
KN Exhibit A:Page 290 of 301
STRUCTURAL 4
ENGINEERS sHEEr oF
PROJECT JOB NO .
DATE
CLIENT BY
PG
1 i
Shade Structure
i , f
Z 2"x2" Boards @ ' 4" O.C. , 1 . 5 ps f s
Z ' 2X12 Trellis @. 1.2" O C.. 4-. 0 psf .. ;
W
J Mi_5..___,_...,.._._.._._...
r.._.._,_...._.,.,,.,.__._:5_ps.f.______ .,'... .._..__._.__,_,_ _...___._-.__ --_}__
v ; i 6 0 p s f
z
i
CMU Pilaster y . a I
t C 1y f
2__X2_._.CMU~-Pila-s e-r;°_._.,:.
R_.__._258psf. ___._.r._ ...__..._
i . ` 1
i
i j
q i
m R3 ,, R3._._____._____._ `o w„__....>>_..___--
R2 .____ ,
UJ
y
i j
W '
f
a.
i
1
I z
w ' R 1 i
o o , .
W 1
i
i
Rl f
1 E
r
k
4 ......,. -.. _..................- .-..«..,,.....,._,..._...+ ; ROOFPIA ' ........._....__,..««....._ .... -..._ .._..+....-..............
i i..... 1
L j iw -..,.. -....
l..
e....e.N
I f
4
I E
k
I
i
i I
C_S= S_ds/ (R/I) =0 . 933/ (1 . 0/1 . 0) =0 . 933 ;
k'W_1=0 . 933*6psf*37 '-206 . 5 plf i
r.
r.w_2=0:933*6psf-17 !-= --35::z..p f--,_ :_..,,_.,., r,_.._.__---._ ,
R1=W1*17 ' %2 = 1, 755# _> Reaction @ ea Pilaster. = 1, 755#/3=585#
R2=W2* (31,' /2) =1, 476# _> Reaction @ ea Pilaster= 1; 476#/2=738#t
rR3=W2* (15 5/2+3 ' ) '=1, 023# _> Reaction @' ea PiTaster = 1, 314#/2= 657# '
a._ .# _.._.._ ._._ _..___ __..___ . _._P=Lat-- ; _
k ' f i 1
iPilaster Desian .
L=8 . 67 '
sSelf-Weight of Coluinn= 0 . 933*258psf*8 67 ' /2*2 ' 2, 087#
Max Lateral force to P.ilaster;: P_Lat=73$#+2, 087#=` 2, 825# ,a
Axial DL= 6Psf*15 . 5' *17.' /2='791#
e......,..,.....,....._.«...u.,..,»........_....e_..m...:.._.... •.....,,«»,....-._..._ _..._,-,--.._.r_....-_.__ . i.._........._.,.._.. ... -...e,...—.._,_.... ' .,.. _r-_.
Axial RLL=20psf*15 .rt5 ' *17 ' /2=2635#
jAllowable Drift = 0'. O1h=0 . 010* (8 . 67 ' *12!'/1 '.) =1 . 04j E
i
Cds`e =
1 . 0*0 . 517'/1 . 0=0 . 532;"<1 . 04" th'erefor oka:y
Max Pilas er deflection = IQ ' j
m__RFB20=2°1:13:`Page267___ ___.____ ._ _;__.._._._________,_.____.____ ,.. _.
E
j
KNA Exhibit A:Page 291 of 301
STRUCTURA6. 5
ENC7INEERS SHEEr OF
PROJECT I-IanGly Paf'IC JOB NO 377.007
DATE 5/22/2020
CLIENT BY PG
ch--
PILASTER - 8 Pilaster Shade Structure
I
o
r
FLEXURAL ,
s
b 23.625 in ,:V
U
L 24 2
in) ft)
j (assume) 0.9
d'= 20 in
fy 32000 psi
Mu 23.79 k.ft
As req 0.495625 use 6 8
0,79 in/bar
m
p As/(b"d) -----------------------=----
r
0.010032
p max =(n"`fm)/(2*fy(n+fy/fm)) ----- 0.011759 OK
a'c `n.
n Es/Em --------=----------------=--- 16.11111
k 1(pn)
z+
2pn]-pn --------------- 0.4295
j (actual) =1-k/3 -------------------------------- 0.8568
DCR
ACI530-13 fs M/(As*j*d) 3514 < 32000 0.11
8.3.3.1 b
AC1530-13 fb 2M)/Q*k*b`d2) 164.19 < 900 0.18
8.3.4.2.2
AXIAL
a
h 104.04 in 8.67 ft
r 6.81995
h/r 15.25524 <99
AC1530-13 Pa= 0.25*fm*An+0.65`As'`Fs 1-h/140r Z —o 233445 #
8 8:3.4.2.1 DCR
Pu 7.411 #0.00
si fa P/A 0.013071 < ' 494 psi.
ACI530-13 Combined Compressive Stress Check"
8.3.4:2.2 fa+fb= 164.21 psi 900 psio
SHEAR .,. .
V 2744 #
AC1530-13 fv V/(b*L) 4.8395 psi x(1.5) = 7.25926 psi
eq8-24LL .'
AC1530-13 Fvm 0.25 ((4.0-1.75*(MNd))*sqrt(fm))+0.25*P/An = 36.2431 psi
8.3.5.1.3
Min Shear Reinf required
0 4
h
3+
3
h =0.517" B 20-21.13:Page 268
Em[ al a j
KNQ Exhibit A:Page 292 of 301
s-rR eTu L 6
ENGWEE.RS sHEET oF
PROJECT JOB NO
DATE
I
CLIENT BY
e
I
6 Pilaster Shade Structure
r -5:
Qy
F..i.
z F,LEXURAL "
U b 23.625 in d +
L 24 2
in) ft)
j (assume) 0.9
d = 20 in
fy 32000 psi
Mu 24.5 k.ft
As req 0.510417 use 4 8
0.79 in`/bar
m
p. As/(b"d) ---------------------------- 0.006688
n"fm)/(2"fy(n+fy/fm)) ----- 0.011759 OKpmax
a n Es/Em ----------------------------- 16.11111
k Pn)
2+2pn]-pn --------------- 0.3688
1 actual) =1-k/3 -------------------------------- 0.8771
DCR
AC1530-13 fs M/(As*j"d) 5304 < 32000 0.17
8.3.3.1 b
AC1530-13 fb 2M)/(j*k"b*dZ) 192.36 < 900 0.21
8.3.4.2.2
AXIAL
m
d
h 104.04 in 8.67 ft
W r 6.81995
e h/r 15.25524 <99
Q AC1530-13 Pa=(0.25*fm"An+0.65'`As*Fs)(1-(h/140r)Z)= 233445 #
z 8.3.4.2.1 DCR
3.426 # 0.00a Pu
fa P/A 0.006042 < 494 psis=
x
g AC1530-13 Combined Compressive Stress Check"
8.3.4.2.2 fa+fb= 192.37 psi 900 psiy
SHEAR ,
g V 2825 #
s
AC1530-13 fv V/(b"L) 4.9824 psi x(1.5) = 7.474 psi
eq8-24
AC1530-13 Fvm 0.25 ((4.0-1.75"(MNd))*sqrt(fm))+0.25*P/An = 36.24 psi
8.3.5.1.3
AC1530-13
8.3.5.1.4
Min Shear Reinf required
Emt 41 d 13+3I Il = 0 .532'B 20-21.13:Page 269
l J
Exhibit A:Page 293 of 301ProjectTitle:
STRU TU L Engineer:
E'a$ Project Descr:
in ri y f uidt fa
Printed:21 MAY 2020, 1:24PM
C7@Il@ra FOOtlll 2HALandsrapingArchitectslOW-HandyParkShadeSWclures-Orenge,GA130-CD1CaiculationslHandyPark.ec6'.
g Software copyright ENERCALC,INC.1983-2020,BuiId:12.20228.
i.i
DESCRIPTION: PilasterFooting (8 Pilaster Shade Structure)
Code References
Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10
Load Combinations Used :ASCE 7-16
General Information
Material Properties Soil Design Values
fc:Concrete 28 day strength 4.50 ksi Allowable Soil Bearing 3.0 ksf
fy:Rebar Yield 60.0 ksi Increase Bearing By Footing Weight No
Ec:Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance(for Sliding) 250.0 pcf
Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.30
cp Values Flexure 0.90
Shear 0.750 Increases based on footing DepthAnalysisSettingsFootingbasedepthbelowsoilsurface 1.50 ft
Min Steel°/a Bending Reinf. Allow press.increase per foot of depth ksf
Min Allow%Temp Reinf. 0.00180 when footing base is below ft
Min.Overturning Safety Factor 1.0 :1
Min.Sliding Safety Factor 1.0 :1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears Yes ksf
Add Pedestal Wt for Soil Pressure No When max.length or width is greater than
ft
Use Pedestal wt for stability,mom&shear No
Dimensions
Width parallel to X-X Axis 5.750 ft
Length parallel to Z-Z Axis 5.750 ft
Z
Footing Thickness 24.0 in
6
F.__:
Pedestal dimensions... X X
px:parallel to X-X Axis in i j
pz:parallel to Z-Z Axis in 1
Height in
Rebar Centedine to Edge of Concrete... G j
at Bottom of footing 4.50 in E . _ +
om
Reinforcing 5.
W
Bars parallel to X-X Axis
Number of Bars 7.0
Reinforcing Bar Size 6
Bars parallel to Z-Z Axis
Number of Bars 7A
ReinforcingBarSize 6 sr ' ' , , Y ,
r ° w,{,;
Bandw dth Distribution Check (ACI 15.4.4.2) 3 .; `` ,`i,M1'Y R ,,T.. ¢
y r fDirectionRequiringCloserSeparation
H„m„ipe.,
n;
n/a
Bars required within zone n/a
Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P:Column Load 5.071 3.042 k
OB:Overburden ksf
M-xx 23.790 k-ft
M-zz 23.790 k-ft
V-x 2.744 k
V-z 2.744 k
RFB 20-21.13:Page 270
Project Title: Exhibit A:Page 294 of 301
T Engineer:18
Project•ID:
Project Descr:
irr c+i't}i t uit dn
Printed:21 MAY 2020, 1:24PM
G@Il@r8I FOOtIII HALandscapingArchitects1007-HandyParkShadeStructures-Orange,CAl30-CD1CalculationslHandyPark.ec6.
g Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.228.
i.i
DESCRIPTION: Pilaster Footing
DESIGN SUMMARY
Min.Ratio Item Applied Capacity Goveming Load Combination
PASS 0.6130 Soil Bearing 1.839 ksf 3.0 ksf +0.60D+0.70E about Z-Z axis
PASS 1.234 Overtuming-X-X 20.495 k-ft 25.287 k-ft, +0.60D+0.70E
PASS 1.234 Overtuming-Z-Z 20.495 k-ft 25.287 k-ft +O.60D+0.70E
PASS 2.216 Sliding-X-X 1.921 k 4.256 k 0.60D+O.lOE
PASS 2.216 Sliding-Z-Z 1.921 k 4.256 k p.60D+0.70E
PASs n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.08693 Z Flexure(+X) 4.012 k-ft/ft 46.160 k-ft/ft +0.90D+E
PASS 0.02966 Z Flexure(-X) 1.369 k-ftlft 46.160 k-ft/ft +1.20D+1.60Lr
PASS 0.08693 X Flexure(+Z) 4.012 k-fflft 46.160 k-ftlft +0.90D+E
PASS 0.02966 X Flexure(-Z) 1.369 k-ft/ft 46.160 k-ft/ft +1.20D+1.60Lr
PASS 0.0710 1-way Shear(+X) 7.144 psi 100.623 psi +0.90D+E
PASS 0.01870 1-way Shear(-X) 1.881 psi 100.623 psi +1.20D+E
PASS 0.0710 1-way Shear(+Z) 7.144 psi 100.623 psi +0.90D+E
PASS 0.01870 1-way Shear(-Z) 1.881 psi 100.623 psi +1.20D+E
PASS 0.03298 2-way Punching 6.636 psi 201.246 psi +1.20D+1.60Lr
Detailed Results
Soil Bearing
Rotation Axis 8 Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow
Load Combination... Gross Allowable in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio ,
X-X,D Onlv 3.0 n/a 0.0 0.4434 0.4434 n/a n/a 0.148
X-X,+D+Lr 3.0 n/a 0.0 0.5354 0.5354 n/a n/a 0.179
X-X,+D+0.750Lr 3.0 n/a 0.0 0.5124 0.5124 n/a n/a 0.171
X-X,+0.60D 3.0 n/a 0.0 0.2660 0.2660 n/a n/a 0.089
X-X,+D+0.70E 3.0 n/a 16.777 0.0 1.143 n/a n/a 0.381
X-X,+D+0.5250E 3.0 n/a 12.583 0.0 0.9257 n/a n/a 0.309
X-X,+0.60D+0.70E 3.0 n/a 27.962 0.0 1.839 n/a n/a 0.613
Z-Z,D Only 3.0 0.0 n/a n/a n/a 0.4434 0.4434 0.148
Z-Z,+D+Lr 3.0 0.0 n/a n/a nla 0.5354 0.5354 0.179
Z-Z,+D+0.750Lr 3.0 0.0 n/a n/a n/a 0.5124 0.5124 0.171
Z-Z,+0.60D 3.0 0.0 nla n/a n/a . 0.2660 0.2660 0.089
Z-Z,+D+0.70E 3.0 16.777 n/a n/a n/a 0.0 1.143 0.381
Z-Z,+D+0.5250E 3.0 12.583 n/a n/a nla 0.0 0.9257 0.309
Z-Z,+0.60D+0.70E 3.0 27.962 n/a n/a nla 0.0 1.839 0.613
Overturning Stability
Rotation Axis&
Load Combination.,. Overturning Moment Resisting Moment Stability Ratio Status
X-X,D Oniv None 0.0 k-ft Infinitv OK
X-X,+D+Lr None 0.0 k-ft InfinitV OK
X-X,+D+0.750Lr None 0.0 k-ft Infinitv OK
X-X,+O.60D None 0.0 k-ft Infinitv OK
X-X,+D+0.70E 20.495 k-ft 42.145 k-ft 2.056 OK
X-X,+D+0.5250E 15.371 k-ft 42.145 k-ft 2.742 OK
X-X,+0.60D+0.70E 20.495 k-ft 25.287 k-ft 1.234 OK
Z-Z,D Onlv None 0.0 k-ft Infinitv OK
Z-Z,+D+Lr None 0.0 k-ft InfinitV OK
Z-Z,+D+0.750Lr None 0.0 k-ft Infinitv OK
Z-Z,+0.60D None 0.0 k-ft Infinity OK
Z-Z,+D+0.70E 20.495 k-ft 42.145 k-ft 2.056 OK
Z-Z,+D+0.5250E 15.371 k-ft 42.145 k-ft 2.742 OK
Z-Z,+0.60D+0.70E 20.495 k-ft 25.287 k-ft 1.234 OK
Sliding Stability
All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
X-X,D Onlv 0.0 k 6.015 k No Slidinp OK
X-X,+D+Lr 0.0 k 6.928 k No Slidinp OK
X-X,+D+0.750Lr 0.0 k 6.699 k No Slidinq OK
RFB 20-21.13:Page 271
Exhibit A:Page 295 of 301
Project Title:
19
U T. Engineer:
ProjectlD:
Project Descr:
irr e r ty built i t
Printed:21 MAY 2020, 1:24PM
G@Il@C8I FOOtIII HA Landspping Architec4s1007-Handy Park Shade SWctures-Orange,CA130•CD1CalculationslHandy Park.ec6 .
g Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.2.28 .
ii
DESCRIPTION: Pilaster Footing
Sliding Stability
All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
X-X,+0.60D 0.0 k 4.256 k No Slidinp OK
X-X,+D+0.70E 1.921 k 6.015 k 3.131 OK
X-X,+D+0.5250E 1.441 k 6.015 k 4.175 OK
X-X,+0.60D+0.70E 1.921 k 4.256 k 2.216 OK
Z-Z,D Onlv 0.0 k 6.015 k No Slidinq OK
Z-Z,+D+Lr 0.0 k 6.928 k No Slidinp OK
Z-Z,+D+0.750Lr 0.0 k 6.699 k . No Slidinq OK
Z-Z,+0.60D O.Q k 4.256 k No Slidinq OK
Z-Z,+D+0.70E 1.921 k 6.015 k 3.131 OK
Z-Z,+D+0.5250E 1.441 k 6.015 k 4.175 OK
Z-Z,+0.60D+0.70E 1.921 k 4.256 k 2.216 OK
Footing Flexure
Rllu Side Tension As Re 'd Gvrn.As Actual As Phi*MnFlexureAxis8LoadCombination4 Status
k-ft Surface in^2 in"2 in^2 k-ft
X-X,+1.40D 0.8874 +Z Bottom 0.5184 Min Temp°/a 0.5357 46.160 OK
X=X,+1.40D 0.8874 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+0.50Lr 0.9508 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X=X,+1.20D+0.50Lr 0.9508 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D 0.7607 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D 0.7607 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+1.60Lr 1.369 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+1.60Lr 1.369 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+0.90D 0.5705 +Z Bottom 0.5184 Min Temp°/a 0.5357 46.160 OK
X-X,+0.90D 0.5705 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+E 3.687 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+E 1.405 -Z Top 0.5184 Min Temp% 0.5357 49.775 OK
X-X,+0.90D+E 4.012 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+0.90D+E 1.079 -Z Top 0.5184 Min Temp% 0.5357 49.775 OK
Z-Z,+1.40D 0.8874 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.40D 0.8874 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D+0.50Lr 0.9508 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D+0.50Lr 0.9508 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D 0.7607 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D 0.7607 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D+1.60Lr 1.369 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D+1.60Lr 1.369 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+0.90D 0.5705 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+0.90D 0.5705 +X Bottom 0.5184 Min Temq% 0.5357 46.160 OK
Z-Z,+1.20D+E 1.405 -X Top 0.5184 Min Temp% 0.5357 49.775 OK
Z-Z,+1.20D+E . 3.687 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+0.90D+E 1.079 -X Top 0.5184 Min Temp% 0.5357 49.775 OK
Z-Z,+0.90D+E. 4.012 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
One Way Shear
Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status
1.40D 1.16 psi 1.16 psi 1.16 psi 1.16 psi 1.16 psi 100.62 psi 0.01 OK
1.20D+0.50Lr 1.24 psi 1.24 psi 1.24 psi 1.24 psi 1.24 psi 100.62 psi 0.01 OK
1.20D 1.00 psi 1.00 psi 1.00 psi 1.00 psi 1.00 psi 100.62 psi 0.01 OK
1.20D+1.60Lr 1.79 psi 1.79 psi 1.79 psi 1.79 psi 1.79 psi 100.62 psi 0.02 OK
0.90D 0.75 psi 0.75 psi 0.75 psi 0.75 psi 0.75 psi 100.62 psi 0.01 OK
1.20D+E 1.88 psi 5.64 psi 1.88 psi 5.64 psi 5.64 psi 100.62 psi 0.06 OK
0.90D+E 1.41 psi 7.14 psi 1.41 psi 7.14 psi 7.14 psi 100.62 psi 0.07 OK
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu/Phi*Vn Status
1.40D 4.30 psi 20125psi 0.02138 OK
1.20D+0.50Lr 4.61 psi 201.25psi 0.0229 OK
1.20D 3.69 psi 201.25psi 0.01832 OK
1.20D+i.60Lr 6.64 psi 201.25psi 0.03298 OK
0.90D 2.77 psi 201.25psi 0.01374 OK
1.20D+E 4.00 psi 201.25psi 0.01985 OK
RFB 20-21.13:Page 272
Exhibit A:Page 296 of 301ProjectTitle:
ZUT Engineer:
Pro ectlD:
5 Project Descr:
irt et rity 6uad irt
Printed:21 MAY 2020, 1:24PM
G@Il@raI FOOtIII NALandsrapingArchitects1007-HandyParkShadeSWctures-Orange,CA130-CD1CalculationslHandyPark.ec6 .
g Software copyright ENERCALC,INC.1983-2020,BuiId:1220.228 .
ii
DESCRIPTION: Pilaster Footing
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu!Phi*Vn Status
0.90D+E 3.45 psi 201.25psi 0.01712 OK
RFB 20-21.13:Page 273
6 Project Title: Exhibit A:Page 297 of 301
T.#. Engineer:21
Project ID:
7 E Project Descr:
int r ty buid la r
Printed:29 MAY 2020, 2:07PM
G@Il@raI FOOtlil HALandsrapingArchitectsl007-HandyParkShadeSWclures-0range,CA130-CD1CalculationslHandyPark.ec6.
g Software copyright ENERCALC,INC.1983-2020,Buiid:12.20.228.
i
DESCRIPTION: 6 Pilaster Shade Structure Footing
Code References
Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10
Load Combinations Used :ASCE 7-16
General Information
Material Properties Soil Design Values
fc:Concrete 28 day strength 4.50 ksi Allowable Soil Bearing 3.0 ksf
fy:Rebar Yield 60.0 ksi Increase Bearing By Footing Weight No
Ec:Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance(for Sliding) 250.0 pcf
Concrete Density 145.0 pcf SoillConcrete Friction Coeff. 0.30
cp Values Flexure 0.90
Shear 0.750 Increases based on footing DepthAnalysisSettingsFootingbasedepthbelowsoilsurface 1.50 ft
Min Steel%Bending Reinf. Allow press.increase per foot of depth ksf
Min Allow°/a Temp Reinf. 0.00180 when footing base is below ft
Min.Overturning Safety Factor 1.0 :1
Min.Sliding Safety Factor 1.0 :1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears Yes ksf
Add Pedestal Wt for Soil Pressure No When max.length or width is greater than
ft
Use Pedestal wt for stability,mom&shear No
Dimensions
Width parallel to X-X Axis 5.750 ft
Length parallel to Z-Z Axis 5.750 ft
Footing Thickness 24.0 in
1
s f j
Pedestal dimensions... x E x
px:parallel to X-X Axis in
pz:parallel to Z-Z Axis in
N
F ---- :...-..._.E..._...._'Y
Height in E '
Rebar Centerline to Edge of Concrete... f .
at Bottom of footing 4.50 in i__ I
0
w
Reinforcing 5-
Bars parallel to X-X Axis
Number of Bars 7.0
Reinforcing Bar Size 6
Bars parallel to Z-Z Axis
Number of Bars 7.0 i
R81fIfOfClflg'g2$IZ@ 6'j'u ls '`` €
t rd ,4ee `q
a " '
t '
t . . t ta r ". x`§i Bandwidth Distribution Check (ACI 15.4.4.2) r r
Direction Requiring Closer Separation v ';-=--
a`` *`' _'°.
mK
n/a
Bars requiretl within zone n/a
Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P:Column Load 5.264 2.635 k
OB:Overburden ksf
M-xx 24.450 k-ft
M-zz 24.450 k-ft
V-x 2.825 k
V-z 2.825 k
RFB 20-21.13:Page 274
Project Title:
Exhibit A:Page 298 of 301
j;.' U Engineer:22
Project Descr:
in ec rpty 6uat l r
Printed:29 MAY 2020, 2:07PM
General Footin HALandsrapingArchitects1007-HandyParkShadeSWctures-Orange,CA130-CD1CalculationslHandyPark.ec6 .
g Software copyright ENERCALC,WC.1983-2020,BuiId:1220.228.
i.i
DESCRIPTION: 6 Pilaster Shade Structure Footing
DESIGN SUMMARY
Min.Ratio Item Applied Capacity Goveming Load Combination
PASS 0.6620 Soil Bearing 1.986 ksf 3.0 ksf +0.60D+0.70E about Z-Z axis
PASS 1,216 Overtuming-X-X 21.070 k-ft 25.620 k-ft +0.60D+O.lOE
PASS 1.216 Overturning-Z-Z 21.070 k-ft 25.620 k-ft +O.60D+0.70E
PASS 2.170 Sliding-X-X 1.978 k 4.291 k 0.60D+0.70E
PASS 2.170 Sliding-Z-Z 1.978 k 4.291 k 0.60D+0.70E
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.09001 Z Flexure(+X) 4.155 k-Ift 46.160 k-ft/ft +0.90D+E
PASS 0.02852 Z Flexure(-X) 1.317 k-ff/ft 46.160 k-ftlft +1.20D+1.60Lr
PASS 0.09001 X Flexure(+Z) 4.155 k-ftlft 46.160 k-ft/ft +0.90D+E
PASS 0.02852 X Flexure(-Z) 1.317 k-ftlft 46.160 k-/ft +1.20D+1.60Lr
PASS 0.07439 1-way Shear(+X) 7.485 psi 1.00.623 psi +0.90D+E
PASS 0.01870 1-way Shear(-X) 1.881 psi 100.623 psi +120D+E
PASS 0.07439 1-way Shear(+Z) 7.485 psi 100.623 psi +0.90D+E
PASS 0.01870 1-way Shear(-Z) 1.881 psi 100:623 psi +1.20D+E
PASS 0.03171 2-way Punching 6.382 psi 201.246 psi +1:20D+1.60Lr
Detailed Results
Soil Bearing
Rotation Axis 8 Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow
Load Combination... Gross Allowable in) Bottom,-Z . Top,+Z Left,-X Right,+X Ratio
X-X,D Onlv 3.0 n/a 0.0 0.4492 0.4492 nla n/a 0.150
X-X,+D+Lr 3.0 nla 0.0 0.5289 0.5289 n/a n/a 0.176
X-X,+D+0.750Lr 3.0 nla 0.0 0.5090 0.5090 n/a n/a 0.170
X-X,+0.60D 3.0 nla 0.0 0.2695 0.2695 n/a n/a 0.090
X-X,+D+0,70E 3.0 n/a 17.024 0.0 1.175 n/a n/a 0.392
X-X,+D+0.5250E ' 3.0 n/a 12.768 0.0 0.9458 n/a n/a 0.315
X-X,+O.60D+O.lOE 3.0 n!a 28.373 0.0 1.986 n/a n/a 0.662
Z-Z,D Onlv 3.0 0.0 nla n/a nla 0.4492 0.4492 0.150
Z-Z,+D+Lr 3.0 0.0 nla n/a nla 0.5289 0.5289 0.176
Z-Z,+D+OJ50Lr 3.0 0.0 n/a n/a nla 0.5090 0.5090 0.170
Z-Z,+0.60D 3.0 0.0 n/a n/a nla 0.2695 0.2695 0.090
Z-Z,+D+0.70E 3.0 17.024 n/a n/a n/a 0.0 1.175 0.392
Z-Z,+D+0.5250E 3.0 12.768 n/a n/a nla 0.0 0.9458 0.315
Z-Z,+0.60D+0.70E 3.0 28.373 n/a nla nla 0.0 1.986 0.662
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment • Stability Ratio Status
X-X,D Only None 0.0 k-ft Infinitv OK
X-X,+D+Lr None 0.0 k-ft Infinity OK
X-X,+D+0.750Lr None 0.0 k-ft Infinitv OK
X-X,+0.60D None 0.0 k-ft Infinity OK
X-X,+D+0.70E 21.070 k-ft 42.70 k-ft 2.027 OK
X-X,+D+0.5250E 15.803 k-ft 42.70 k-ft 2J02 OK
X-X,+O.60D+0.70E 21.070 k-ft 25.620 k-ft.1.216 OK
Z-Z,D Onlv None 0.0 k-ft Infinitv OK
Z-Z,+D+Lr None 0.0 k-ft Infinitv OK
Z-Z,+D+0.750Lr None 0.0 k-ft Infinitv OK
Z-Z,+0.60D None 0.0 k-ft Infinitv OK
Z-Z,+D+0.70E 21.070 k-ft 42.70 k-ft 2.027 OK
Z-Z,+D+0.5250E 15.803 k-ft 42.70 k-ft 2.702 OK
Z-Z,+0.60D+0.70E 21.070 k-ft 25.620 k-ft 1.216 OK
Sliding Stability
All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
X-X,D Onlv 0.0 k 6.073 k No Slidinp OK
X-X,+D+Lr 0.0 k 6.863 k No Slidinq OK
X-X,+D+0.750Lr 0.0 k 6.666 k No Slidinp OK
RFB 20-21.13:Page 275
Exhibit A:Page 299 of 301d1ProjectTitle:
23
1 STI IJ TiJRAL Engineer:
1"EIdGI h E ERS P o ect escr:
inte rity built ia
Printed:29 MAY 2020, 2:07PM
G@Il@1'aI FOOtII'1
IiALandsrapingArchitects1007-HandyParkShadeSWctures-Orange,CA130-CDICalculationslHandyPark.ec6 .
g Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.228.
i
DESCRIPTION: 6 Pilaster Shade Structure Footing
Sliding Stability
Ali units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
X-X,+0.60D 0.0 k 4.291 k No Slidinq OK
X-X,+D+0.70E 1.978 k 6.073 k 3.071 OK
X-X,+D+0.5250E 1.483 k 6.073 k 4.095 OK
X-X,+O.60D+0.70E 1.978 k 4.291 k 2.170 OK
Z-Z,D Only • 0.0 k 6.073 k No Siidinq OK
Z-Z,+D+Lr 0.0 k 6.863 k No Slidinq OK
Z-Z,+D+0.750Lr 0.0 k 6.666 k No.Slidinq OK
Z-Z,+0.60D 0.0 k 4.291 k No Slidinq OK
Z-Z,+D+0.70E 1.978 k 6.073 K 3.071 OK
Z-Z,+D+0.5250E 1.483 k 6.073 k 4.095 OK
Z-Z,+0.60D+0.70E 1.978 k 4.291 k 2.170 OK
Footing Flexure
Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status
k-ft Surface in"2 in^2 in^2 k-ft
X-X,+1.40D 0.9212 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.40D 0.9212 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+0.50Lr 0.9543 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+0.50Lr 0.9543 -Z Battom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D : 0.7896 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 _OK
X-X,+1.20D 0.7896 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+1:60Lr 1.317 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+1.60Lr 1.317 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+0.90D 0.5922 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+0.90D 0.5922 -Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+1.20D+E 3.822 +Z Bottom 0.5184 Min 1'emp% 0.5357 46.160 OK
X-X,+1.20D+E 1.412 -Z Top 0.5184 Min Temp% 0.5357 49.775 OK
X-X,+0.90D+E 4.155 +Z Bottom 0.5184 Min Temp% 0.5357 46.160 OK
X-X,+0.90D+E 1.079 -Z Top 0.5184 Min Temp% 0.5357 49.775 OK
Z-Z,+1.40D 0.9212 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.40D 0.9212 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D+0.50Lr 0.9543 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK,
Z-Z,+1.20D+0.50Lr 0.9543 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D 0.7896 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D 0.7896 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D+1.60Lr 1.317 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+1.20D+1.60Lr 1.317 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+0.90D 0.5922 -X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+0.90D 0.5922 +X Bottom 0.5184 Min Temp°/a 0.5357 46.160 OK
Z-Z,+1.20D+E 1.412 -X Top 0.5184 Min Temp% 0.5357 49.775 OK
Z-Z,+1.20D+E 3.822 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
Z-Z,+0.90D+E 1.079 -X Top 0.5184 Min Temp% 0.5357 49.775 OK
Z-Z,+0.90D+E 4.155 +X Bottom 0.5184 Min Temp% 0.5357 46.160 OK
One Way Shear
Load Combination... Vu @•X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status
1.40D 1.21 Psi 1.21 psi 1.21 psi 1.21 psi 1.21 psi 100.62 psi 0.01 OK
1.20D+0.50Lr 1.25 psi 1.25 psi 1.25 psi 1.25 psi 1.25 psi 100.62 psi 0.01 OK
1.20D 1.03 psi 1.03 psi 1.03 psi 1.03 psi 1.03 psi 100.62 psi 0.01 OK
1.20D+1.60Lr 1.72 Psi 1.72 psi 1.72 psi 1.72 psi 1.72 psi 100.62 psi 0.02 OK
0.90D 0.77 psi 0.77 psi 0.77 psi 0.77 psi 0.77 psi 100.62 psi 0.01 OK
1.20D+E 1.88 psi 5.86 psi 1.88 psi 5.86 psi 5.86 psi 100.62 psi 0.06 OK
0.90D+E 1.41 psi 7.49 psi 1.41 psi 7.49 psi 7.49 psi 100.62 psi 0.07 OK
Two•Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu/Phi*Vn Status
1.40D 4.47 psi 201.25psi 0.02219 OK
1.20D+0.50Lr 4.63 psi 201.25psi 0.02299 OK
1.20D 3.83 psi 201.25psi 0.01902 OK
1.20D+1.60Lr 6.38 psi 201.25psi 0.03171 OK
0.90D 2.87 psi 201.25psi 0.01426 OK
1.20D+E 4.17 psi 201.25psi 0.02073 OK
RFB 20-21.13:Page 276
Exhibit A:Page 300 of 301ProjectTitle:
24T` Engineer:
Pro ect ID:
Project Descr:
in e ri,y r iJ#in
Printed:29 MAY 2020, 2:07PM
G@ Il @r8I FOOtI Il 2HA Landsraping Architects1007-Handy Park Shade Structures-Orange,CA130-CD1CalculationslHandy Park.ec6 .g Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.228.
i.i
DESCRIPTION: 6 Pilaster Shade Structure Footing
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status
0.90D+E 3.56 psi 201.25psi 0.01768 OK
RFB 20-21.13:Page 277
Exhibit A:Page 301 of 301
25
6.4.11 Although not anticipated for this project, all imported fill shall be observed, tested, and
approved by Geocon West,Inc.prior to bringing soil to the site.Rocks larger than 6 inches in
diameter shall not be used in the fill. If necessary, import soils used as structural fill should
have an expansion index less than 20 and corrosivity properties that are equally or less
detrimental to that of the existing onsite soils (see Figure B9). Import soils placed in the
building area should be placed uniformly across the building pad or in a manner that is
approved by the Geotechnical Engineer(a representative of Geocon).
6.4.12 All trench and foundation excavation bottoms must be observed and approved in writing by
the Geotechnical Engineer (a representative of Geocon), prior to placing bedding materials,
fill, steel,gravel or concrete.
6.5 Shrinkage
6.5.1 Shrinkage results when a volume of material removed at one density is compacted to a higher
density.A shrinkage factor between 10 and 20 percent should be anticipated when excavating
and compacting the upper 4 feet of existing earth materials on the site to an average relative
compaction of 92 percent.
7.4.2 If import soils will be utilized in the building pad, the soils must be placed uniformly and at
equal thickness at the direction of the Geotechnical Engineer (a representative of Geocon
West, Inc.). Soils can be borrowed from non-building pad areas and later replaced with
imported soils.
6.6 Conventional Foundation Design
6.6.1 The proposed structure may be supported on a conventional spread foundation system deriving
support exclusively in the newly placed engineered fill subsequent to the recommended
grading.
6.6.2 Continuous footings may be designed for an allowable bearing capacity of 1,800 pounds per
square foot (ps fl and should be a minimum of 12 inches in width, 18 inches in depth below
the lowest adjacent grade,and 12 inches into the recommended bearing material.
6.6.3 Isolated spread foundations may be designed for an allowable bearing capacity of 2,400 psf,
and should be a minimum of 24 inches in width, 18 inches in depth below the lowest adjacent
grade, and 12 inches into the recommended bearing materials.
6.6.4 The soil bearing pressure above may be increased by 300 psf and 600 psf for each additional
foot of foundation width and depth, respectively, up to a maximum allowable soil bearing
value of 3,000 psf.
Geocon Project No.W I 115-88-01 12- January 14,2020
RFB 20-21.13:Page 278
ATTACHMENT NO. 1
Behind this page.]
AT'Y'A.C iNi NT NO. 1
CALIFORNIA LABOR COI)E
SECTIOIr1S 1725.5, 1771, 1771.1, ]771.4, 1775, 1776, 1777.5, 1813 and 1815
Section 1725.5. Registrat6on of contracto s; mandatozy registration; qualifications a d application;
fees; exempt contractors
A contractor shall be registered pursuant to this section to be qualifed to bid on, be listed in a bid proposal,
subject to the reyuirements of Sectio i 4104 o the 1'ublic Contract Gode,or engage in the perfonnance ofany
public work contract that is subject to the requirements of tliis chapter. For the purposes of this section,
contractor" includes a subcontractor as defined by Section 1722.1.
a) To qualify for registration under this section, a contraclor shall do all of the following:
1)(A) Rebister with the Department of Industrial Relations in the manner prescribed by the department and
pay an initial nonrefundable application fee of four hundred dollars ($400) to qualify for registration under
this section and an annual renewal fee on or before July 1 of each year thereafter. The annual renewal fee
shall be in a uniform amount set by the Director of'lndustrial 2elations,and the initial registration and renewal
fees may be adjusted no more than annually by the director to support the costs specified in Section 1771.3.
B) Beginning June 1, 2019, a contractor may register or renew according to this subdivision in annual
increments up to three years from the date of registration. Contractors who wish to do so will be required to
prepay the applicable nonrefi ndable application or renewal fees to qualify for the number of years for which
they wish to preregister.
2) Provide evidence, disclosures, or releases as are necessary to establish all of the following:
A) Workers' compensation coverage that meets ttie requirements of Division (commencing with Section
3200)and includes sufficient coverage for any worker whom the contractor employs to perform vork that is
subject to prevailing wage requirements other than a contractor who is separately registered under this section.
Coverage may be evidenced by a current and valid certificate of workers' compensation insurance or
certification of self-insurance required under Section 7125 of the Business and Professions Code.
B) If applicable,the contractor is licensed in accordance with Chapter 9(commencing with Section 7000) of
the Business and Professions Code.
C) The contractor does not have any delinquent liability to an employee or the state for any assesscnent of
back wages or related damages, interest, fines, or penalties pursuant to any final judgment, order, or
determination by a court or any federal,state,or local administrative agency, including a confirmed arbitration
award. However, for purposes of this paragrapli, the contractor shall not be disqualified for any judgment,
order, or determination that is under appeal, provided that the contractor has secured the payment of any
amount eventually found due through a bond or other appropriate means.
D) The contractor is not currently debarred under Section 1777.1 or under any other federal ar state law
providing for the debarment of contractars from public works.
E) Tite contractor has not bid on a public tivorks eonteact, been listed in a bid proposal, or engaged in the
performance of a contract for public works without being lawfully registered in accordance with this section,
within the preceding 12 months or since the effective datc of the requirements set forth in subdivision (e),
whichever is earlier. Ifa contractor is found to be in vio(ation ofthe requirements ofthis paragraph,the period
of disqualification shall be waived if both of the following are true:
Attachment No. 1
Page 1 of l3
i)The contractor has not previously been found to be in violation ofthe requirements ofthis paragraph within
the preceding 12 months.
ii)The contractor pays an additional nonrefundable penalty registration fee of two thousand dollars($2,000).
b) Fees received pursuant to this section shall be deposited in the State Public Works Enforcement Fund
established by Section 1771.3 and shall be used only for the purposes specified in that section.
c)A contractor who fails to pay the renewal fee required under paragraph(1)of subdivision(a)on or before
the expiration of any prior period of registration shall be prohibited from bidding on or engaging in the
performance of any contract for public work until once again registered pursuant to this section. If the failure
to pay the renewal fee was inadvertent, the contr ctor may renew its registration retroactively by paying an
additional nonrefundable penalty renewal fee eyual to the amount of the renewal fee within 90 days of the
due date of the renewal fee.
d) If, after a body awarding a contract accepts the contract r's bid or awards the contract, the work covered
by the bid or contract is determined to be a public work to which Section 1771 applies,either as the result of
a determination by the director pursuant to Section 1773.5 or a court decision,the reyuirements of this section
shall not apply, subject to the following.requieements:
1)The body that awarded the contract failed, in the bid specif cation or in the contract documents,to identify
as a public work that portion of the work that the determination or decision subsequently classifies as a public
work.
2) Within 20 days following service of notice on the awarding body of a determination by the Director of
Industrial I2elations pursuant to Seetion 1773.5 or'a decision by a court that the contract was for public work
as defined in this chapter, the contractor and any subcontractors are registered under this section or are
replaced by a contractor or subcontractors who are registered under this section.
3) The requirements of this section shall apply prospective(y only to any subsequent bid, bid proposal,
contract, or work performed after the awarding body is served with notice of the determination or decision
referred to in paragraph(2).
e) The reauirements of this section shall apply to any bid proposal submitted on or after March l, 2015, to
any contract for public work, as defined in this chapter, executed on or after April 1, 2015, and to any work
performed under a contract for public work on or after January 1, 2018, regardless of when the contract for
public work was executed.
This secrion does not apply to work performed on a public works project of twenty-five thousand dollars
25,000)or less when the project is for construction, alteration,demolition, installation,or repair work or to
work performed on a public works project of fifteen thousand dollars($15,000)or(ess when the project is for
maintenance work.
Section 1771. Payment of gencral prevailing rate
Except for public works projects of one thousand dollars ($1,000) or less, not less than the general '
prevailing eate of per diem wages for work of a similar character in the locality in which the public work is
performed, and not less than the general prevailing rate of per diem wages for holiday and overtime work
fixed as provided in this chapter, shall be paid to all workers employed on public works.
This section is applicable only to work performed under contract,and is not applicable to work carried
out by a public agency with its own forces. This section is applicable to contracts let for maintenance work.
Attachment No. 1
Page 2 of 13
Section 1771.1. Registration as a contractor or subcoatractor required prior to bid submission;
e eceptions;violafions; penalties
a) A contractor or subcontractor shall not be qualified to bid on, be listed in a bid proposal, subject to the
requirements of Section 4104 of the Public Contract Code, or engage in the performance of any contract for
public work, as defined in this chapter, unless currently registered and qualified to perform public work
pursuant to Section 1725.5. It is not a violation of this section for an unregistered contractor to submit a bid
that is authorized by Section 7029.1 of the Business and Professions Code or by Section 10164 or 20103.5 of
the Public Contract Code, provided the contractor is registered to perform public work pursuant to Section
1725.5 at the time the contract is awarded.
b) Notice of the requirement described in subdivision (a) shall be included in all bid invitations and public
works contracts,and a bid shall not be accepted nor any contract or subcontract entered into without proof of
the contractor or subcontractor's current registration to perform public work pursuant to Section 1725.5.
c) An inadvertent error in listing a subcontractor who is not registered pursuant to Section 1725.5 in a bid
proposal shall not be grounds for filing a bid protest or grounds for considering the bid nonresponsive,
provided that any of the following apply:
1)The subcontractor is registered prior to the bid opening.
2)Within 24 hours after the bid opening,the subcontractor is registered and has paid the penalty registration
fee specified in subparagraph(E)of paragraph(2)of subdivision(a) of Section 1725.5.
3)The subcontractor is replaced by another registered subcontractor pursuant to Section 4107 of the Public
Contract Code.
d)Failure by a subcontractor to be registered to perform puUlic vork as required by subdivision (a) shall be
grounds under Section 4107 of the Public Contract Code for the contractor, with the consent of the awarding
authority, to substitute a subcontractor who is registered to perform public work pursuant to Section 1725.5
in place of the unregistered subcontractor.
e)The department shall maintain on its Internet Web site a list of contractors who are currently registered to
perform public work pursuant to Section 1725.5.
fj A contract entered into with any contractor or subcontractor in violation of subdivision(a)shall be subject
to cancellation,provided that a contract for public work shall not be unlawful,void,or voidable solely due to
the failure of the awarding body,contractor,or any subcontractor to comply with the requirements of Section
1725.5 or this section.
g) If the Labar Commissioner or his or her designee determines that a contractor or subcontractor engaged
in the performance of any public work contract without having been registered in accordance with this section,
the contractor or subcontractor shall forfeit,as a civil penalty to the state,one hundred dollars($100)for each
day ofwork performed in violation ofthe registration requirement,not to exceed an aggregate penalty ofeight
thousand dollars ($8,000) in addition to any penalty registratian fee assessed pursuant to clause (ii) of
subparagraph (E)of paragraph(2)of subdivision(a)of Section 1725.5.
h)(1) In addition to, or in lieu of, any other penalty or sanction authorized pursuant to this chapter, a higher
tiered public works contractor or subcontraetor who is found to have entered into a subcontract with an
unregistered lower tier subcontractor to perform any pub(ic work in violation of the requirements of Section
1725.5 or this section shall be subject to forfeiture,as a civil penalty to the state,of one hundred dollars($100)
lttachment No. 1
Page 3 of 13
for each day the unregistered lower tier subcontractor performs work in violation of the registration
requirement,not to exceed an aggregate penalty of ten ihousand dollars($10,00Q).
2) The Labor Commissioner shall use the same standards specified in subparagraph (A) of paragraph (2) of
subdivision(a)of Section l 775 when determining the severity of the violation and what penalty to assess,and
may waive the penalty for a first time violation that was unintentional and did not hinder the Labor
Commissioner's ability to monitor and enforce compliance with the requirements of this chapter.
3)A higher tiered public works contractor or subcontractor shall not be liable for penalties assessed pursuant
to paragraph (1) if the lower tier subcontractor's perforn ance is in violation of the requirements of Section
1725.5 due to the revocation of a previously approved registration.
4) A subcontractor shall not be (iable for any penalties assessed against a higher tiered public works
contractor or subcontractor pursuant to paragraph (1). A highe,r tiered public works contractor or
subcontractor may not reyuire a lower tiered subcontractor to indemnify or otherwise be liable for any
penalties pursuant to paragraph(1).
i) The Labor Commissioner or his or her designee shall issue a civil wage and penalty assessment, in
accordance with the provisions of Section 1741, upon determination of penalties pursuant to subdivision (g)
and.subparagraph (S) of paragraph (1) of subdivision (h). Review of a civil wage and penalty assessment
issued under this subdivision may be requested in accordance with the provisions of Section 1742. The
regulations of the Director of Industria( Re(ations, which govern proceedings for review of civil wage and
penalty assessments and the withholding of contract payments under Article 1 (commencing with Section
1720)and Article 2 (commencing with Section 1770), shall apply.
j)(1) Where a contractor or subcontractor en ages in the performance of any public work contraet without
having been registered in violation of the requiremeirts of Section 1725.5 or this section, the Labor
Commissioner shall issue and serve a stop order prohibiting the use of the unregistered contractor or the
unregistered subcontractor on all public works until the unregistered contractor or unregistered subcontractor
is registered. The stop order shall not apply to work by registered contractors or subcontractors on the pub(ic
work.
2) A stop order may be personally served upon the contractor or subcontractor by either of the following
methods:
A) Manual delivery of the order to the eontractor or subcontractor personally.
B) Leaving signed copies of the order with the person who is apparently in charge at the site of the public
work and by thereafter mailing copies of the order by rst class mail, postage prepaid to the contractor or
subcontractor at one of the following:
i)The address of the contractor or subcontractor on file with either the Secretary of State or the Contractors'
State License Board.
ii) If the contractor or subcontractor has no address on file with the Secretary of State or the Contractors'
State License Board,the address of the site of the public work.
3) The stop order shall be effective immediately upon service and shall be subject to appeal by the party
contracting with the unregistered contractor or subcontractor,by the unregistered contractor or subcontractor,
or both. The appeal, hearing, and any further review of the hearing decision shall be governed by the
procedures,time limits, and other requirements specified in subdivision(a)of Section 238.1.
Attachment No. 1
Page 4 of l3
4)Any employee of an unre istered con ractor or subcontractor who;is affected by a work stoppage ordered
by the commissioner pursuant to this subdivision sha(1 be paid at h s or her regular hourly prevailing wage
rate by that employer for any hours the employee would have worked but for the work stoppage,not to exceed
10 days.
k) Failure of a contractor or subcontractor, owner, director, officer, or managing agent of the contractor or
subcontractor to observe a stop order issued and served upon him or her pursuant to subdivision (j) is guilty
of a misdemeanor punishable by imprisonment in county jail not exceeding 60 days or by a fine not e.cceeding
ten thousand dollars($10,000),or both.
1) This section shall apply to any bid proposal submitted on or after March l, 2015, and any contract for
public work entered into on or after April l, 2015. This sectivn shall also apply to the performance of any
public work, as defined in this chapter,on ar after January 1,2018,regardless of when the contract for public
work was entered.
m)Penalties received pursuant to this section shall be deposited in the State Public Works Enforcement Fund
established by Section 1771.3 and shall be used only for the purposes specified in that section.
n) Ttiis section shall not apply to work performed on-a public works project of twenty-five thousand dol[ars
25,000)or less when the project is or canstruction, alteration,demolition, installation, or repair work or to
work performed on a public works project of i een thousand dollars($15,000)or less when the project is for
maintenance work.
Section 1771.4. Additional requirements when bidding and awarding public works contracts
a) All of the following are applicable to all public works projects that are otherwise subject to the
reyuirements of this chapter:
1)The call for bids and contract documents shall specify that the project is subject to compliance monitoring
and enforcement by the Department of Industrial Relations.
2) The awarding body shall post or require the prime conteactor to post job site natices, as prescribed by
regulation.
3) Each contractor and subcontractor shall furnish the recards specified in Section 1776 directly to the Labor
Commissioner, in the fol(owing manner:
A)At least monthly or more frequently if specified in the contract with the awarding body.
B) In a format prescribed by the Labor Commissioner.
4') If the contractor or subcontractor is not registered pursuant to Section 1725.5 and is performing work on
a project for which registration is not required because of subdivision( of Section 1725.5,the unregistered
contractor or subcontractor is not required to furnish the records specified in Section 1776 directly to the
Labor Cammissioner but shal( t•etain the records specified in Section 1776for at least three years after
completion of the work.
5) The department shall undertake those activities it deems necessary to monitor and enforce compliance
with prevailing wage requirements.
Attachment No. 1
Page5of13
b) The Labor Commissioner may exempt a public worhs project from compliance with all or part of the
requirements of subdivision (a) if either of the following occurs:
1)The awarding body has enforced an approved labor compliance program,as defined in Sectian 1771.5,on
all public works projects under its authority, except those deemed exem t pursuant to subdivision (a) of
Section 1771.5, continuously since December 31, 201 l.
2)'The awarding body has entered into a collective bargaining agreement that binds all contractors perfoirning
work on the project and that includes a mecl anism for resolving disputes about the payment of wages.
c)The requirements of paragraph{1)of subdivision(a)shall only apply to contracts for public works projects
awarded on or after January 1, 2015.
d)The requirements of paragraph(3)of subdivision(a shall apply to all contracts for public work, whether
new or ongoing, on or after January 1, 2016.
Section 1775. Penalties for violatiomms
a)(1) The contractor and any subcontractor nder the eontractor shall, as a penalty to the state or political .
subdivision on whose behalfthe cantract is made or awarded,forfeit not more than two hundred dollars($200)
for each calendar day, or portion thereof, for each worker paid less t}ian the.prevailing wage rates as
determined by the director for the work or craft in which the worker is erriployed for any public work done
under the contract by the contractor or, except as provided in subdivision(b), by any subcontractor under the
contractor.
2)(A)The amount of the penaIty shall be determined by the Labor Commissioner based on consideration of
both of the following:
i)Whether the failura of the contractor or subcontractor to pay the correct rate of per diem wages was a good
faith mistake and, if so,the error was promptly and voluntarily corrected when brought to the attention of the
contractor or subcontractor.
ii) Whether the contractor or subcontractor has a prior record of failing to meet its prevailin wage
obligations.
B)(i}The penalty may not be less than forty dollars(40) for each calendar day, or portion thereof, for each
worker.paid less than the prevailing wage rate, unless the failure of the contractor or subcontractor to pay the
carrect rate of per diem wages was a gaod faith mistake and, if so, the error was promptly and voluntarily
corrected when brought to the attention of the contractor or subcontractor.
ii)The penalty may not be less than eighty dollars ($80) f4r each calendar day, or portion thereof, for each
worker paid less than the prevailing wage rate, if tlle cantractor or subcontractor has been assessed penalties
within the previous three years for failing to tneet its prevailing wage obligations on a separate contract,unless
those penalties were subsequently withdrawn or overturned.
iii) The penalty may not be less than one hundred twenty dollars ($120) for each calendar day, or portion
thereof, for each worker paid less than the prevailing wage rate, if the Labar Commissioner determines that
the violation was willful, as defined in subdivision(c)of Section 1777.1.
C) If the amount due under this section is collected fram the contractor or subcontractor, any outstanding
wage.claim under Chapter 1 (commencing with Section 1720) of Part 7 of Division 2 against that contractor
Attachment No. 1
Page 6 of 13
or subcontractor shall be satisfied before applying that amount to the penalty imposed on that contractor or
subcontractor pursuant to this section.
D) The determination of the Labar Commissioner as to the amount of the penalty shall be reviewable only
for abuse of discretion.
E) The difference between the prevailing wage rates and the amount paid to each worker for each calendar
day or portion thereof for which each worker was paid less than the prevailing wage rate shall be paid to each
worker by the contractor or subcontractor,and the body awarding the contract shall cause to be inserted in the
contract a stipulation that this section will be complied with.
b) If a worker employed by a subcontractor on a public works project is not paid the general prevailing rate
of per diem wages by the subcontractor,the prime contraotor of the project is not liable for any penalties under
subdivision (a) unless the prime contractor had knowledge of that failure of the su6contractor to pay the
specified prevailing rate ofwages to those workers or unless the prime contractor fails to comply with all of
the following requirements:
1) The contract executed between the contractor and the subcontractor for the performance of work on the
public works project shall include a copy ofthe provisions of this section and Sections 1771, 1776, 1777.5,
1813,and 1815.
2)The contractor shall monitor the payment of the specified general prevailing rate of per diem wages by the
subcontractor to the employees, by periodic review of the certified payroll records of the subcontractor.
3)Upon becoming aware of the failure of the subcontractor to pay his or her warkers the specified prevailing
rate of wages,the contractor shall dili ently take corrective action to halt or rectify the failure, including, but
not limited to,retaining sufficient funds due the subcontractor for wark performed on the public works project.
4) Prior to making final payment to the subcontractor for work performed on the public works project, the
contractor shall obtain an a davit signed under penalty of_perjury from the subcontractor that the
subcontractor has paid the s}ecified general prevailing rate of per diem wages to his or her employees on the
public worlcs project and any amounts due pursuant to Section 1813.
c)The Division of Labor Standards Enforeement shall notify the contractor on a public works project within
15 days of the receipt by the Division of LaGor Standards Enforcement of a complaint of the failure of a
subcontractor on that public works pr.oject to pay workers the general prevailing rate of per diem wages.
Section 1776. Payroll records; reteation; inspection; redacted information; agencies entitled to receive
nonredacted copies of certified recorc s; noncompliance penalties;.rules .
a) Each contractor and subcontractor shall keep accurate payroll records, showing the nacne, address, social
security number, work classification, straight time and overtime hours worked each day and week, and,the
actt al per diem wages paid to each journeyman, apprentice, worker, or other employee employed by him or
her in connection with the public work. Each payroll record shall contain or be verified by a written
declaratian that it is made under penalty of perjury, stating both of the following:
1)The information contained in the payroll record is true and correct.
2) The employer has complied with the requirements of Sections 1771, 1811, and 1815 for any work
performed by his or her employees on the public works project.
Attachment 1'io. 1
Page 7 of 13
b)The payroll records enumerated under subdivision(a)shall be certified and shall be available for inspection
at all reasonable hours at the principal o ce of the contractor Qn the following basis:
1)A certified copy of an employee's payroll record sha116e made available for inspection or furnished to the
employee or his or her authorized representative on request.
2)A certified copy of all payroll records enumerated in subdivision(a)shall be made available for inspection
or furnished upon request to a representative of the body awarding the contract and the Diyision of Labor
Standards Enforcement of the Departrnent of Industrial Relations.
3)A certified copy of all payroll records enumerated in subdivision (a)shall be made available upon request
by the public for inspection or for copies thereof. However, a request by the public shall be made through
either the body awarding the contract or the Division of Labor Standards nforcement. If the reyuested payroll
records have not been provided pursuant to paragraph (2), the requesting party shall, prior to bein provided
the records,reimburse the costs of preparation by the contractor,subcontractors,and the entity through which
the request was made. The public may not be given access to the records at the principal office of the
contractor.
c) Unless required to be furnished directly to the Labor Cornmissioner in accordance with paragraph(3) of
subdivision(a)of Section 1771.4, the certified payroll records shall be on forms provided by the Division of
Labor Standards Enfarcement or shall contain the same information as the forms provided by the division.
The payroll records may consist of printouts of payroll data that are maintained as computer records, if the
printouts contain the same information as the forms provided by the division and the printouts are verified in
the manner specified in subdivision(a).
d)A contractor or subcontractor shall file a certified copy of the eecords enumerated in subdivisiari(a)with
the entity that requested the records within 10 days after receipt ofa written request.
e) Except as provided in subdivision (fl, any copy of records made available for inspection as copies and
furnished upon request to the public or any public agency by the awarding body or the Division of Labor
Standards Enforcement shall be marked or obliterated to prevent disclosure of an-individual's name, address,
and social security number. The name and address of the contractor awarded the contract or the subcantractor
performing the eontract shall not be marked or obliterated. Any copy of records made available for inspection
by, or furnished to, a multiemployer Taft-Hartley trust fund (29 U.S.C. 5ec. 186(c)(5)) that requests the
records for the purpases of allocating contributions to participants shall be marked or obliterated only to
prevent disclosure of an individual's full social security number, but shall provide.the last four digits of the
social security number. Any copy of records made available for inspection by, or furnished to, a joint labor-
management committee established pursuant to the federal Labor Management Cooperation Act of 1978 (29
U.S.C. Sec. 175a) shall be marked or obliterated on(y to prevent disclosure of an.individual's social security
number.
1)Notwithstanding any other provision of law, agencies that ace included in the Joint Enforcement Strike
Force on the Underground Eeonomy established pursuant to Section 329 of the Unemployment Insurance
Code and other law enforcernent agencies investigating violations of law shall, upon request, be provided
nonredacted copies of certified payroll records. Any copies of records or certified payroll made available for
inspection and furnished upon request to the public by an agency included in the Joint Enforcement Strike
Force on the Underground Economy or to a law enforcement agency investigating a violation of law shall be
marked or redacted to prevent disclosure of an individual's name,address, and social security number.
Attachment No. 1
Page 8 of 13
2)An employer shall not be liable for damages in a civil action for any reasonable act or omission taken in
good faith in comp(iance with this subdivision.
g)The contractor shall inform the body awarding the contract of the location of the records enumerated under
subdivision(a), including the street address, city, and county,and shall, within five vorking days, provide a
notice of a change of location and address.
h)The contraetor or subcontractor has 10 days in which to comply subsequent to receipt of a written notice
requesting the records enumerated in subdivision(a}. In the event that the contractor or subcontractor fails to
comply within the 10-day periad, he or she shall, as a penalty to the state or political subdivision on whose
behalf the contract is made or awarded, forfeit one hundred dollars ($100) for each calendar day; or portion
thereof, for each worker, until strict compliance is effectuated. Upon the reyuest of the Division of Labor
Standards Enforcement, these penalties shall be withheld fram progress payments then due. A contractor is
not subject to a penalty assessment pursuant to this section due to the failure of a subcontractor to comply
with this section.
i) The body awarding the contract shall cause to be inserted in the contract stipulations to effectuate this
section.
j)The director shall adopt rules consistent with the California Pub(ic Records Act(Chapter 3'.5 (commencing
with Section 6250) of Division 7 of Title 1 of the Government Code) and the Information Practices Act of.
1977 (Ti±le 1.$ (commencing with Section 1798) of Part 4 of Division 3 of the Civil Code)governing the
release of these records, including the establishment of reasonable fees to be charged for reproducing copies
of records required by this section.
Section 177'7.5. Employment of registered apprentices; wages; standards; number; apprenticeable
craft or trade; exemptions; contributions; campliance program
a)(1) This chapter does not prevent the employment upon public works of properly registered
apprentices who are active participants in an approved apprenticeship program.
2) For purposes of this chapter, "apprenticeship program" means a program under the jurisdiction of the
California Apprenticeship Council established pursuant to Section 3070.
b)(1) Every apprentice employed upon public works shall be paid the prevailing rate ofper diem wages for
apprentices in the trade to which he or she is registered and shall be employed only at the work of the craft or
trade to which he or she is registered.
2) Unless otherwise provided by a collective bargaining agreement, when a contractor requests the dispatch
of an apprentice pursuant to this section to perform wark on a pub(ic works project and requires the apprentice
to fill out an application or undergo testing, training, an examination, or other preemployment process as a
condition of employment, the apprentiee shall be paid for the time spent on the required preemptoyment
activity,including travel time to and from the required activity,if any,at the prevailing rate of per diem wages
for apprentices in the trade to which he or she is registered. Unless otherwise provided by a collective
bargaining agreement, a contractor is not required to compensate an apprentice for the time spent oii
preemployment activities if the apprentice is required to take a preemployment drug or alcohol test and he or
she fails to pass that test.
c)Only apprentices,as defined in Section 3077,who are in training under apprenticeship standards that have
been approved by the Chief of the Division of Apprenticeship Standards and who are parties to written
Attachment No. 1
Page 9 of 13
apprentice agreements under Chapter 4 (commencing with Section 3070) of Division 3 are eligible to be
employed at the apprentice wage rate an public works. The einployment and training of each apprentice shall
be in accordance with either of the following:
1)The apprenticeship standards and apprentice agreements under which he or she is training.
2)The rules and regulations of the California Apprenticeship Council.
d) If the confiractor to whom the contract is awarded by the state or any political subdivision, in performing
any of the work under the contract, employs workers in any apprenticeable craft or trade,the contractor shall
employ apprentices in at least the ratio set forth in this section and may apply to any apprenticeship program
in the craft or trade that can provide apprentices to the site of the public work for a certificate approving the
contractor under the apprenticeship standards for the employment and training of apprentices in the area or
industry affected. However,the decision of the apprenticeship program to approve or deny a certificate shall
be subject to review by the Administrator of Apprenticeship. The apprenticeship program or programs,upon
approving the contractor, shall arrange for the dispatch of apprentices to the contractor. A contractor covered
by an apprenticeship program's standards shall not be required to submit any additional application in order
to include additional public works contracts under that prvgram. "Apprenticeable craft or trade," as used in
this section, means a craft or trade determined as an apprenticeable occupation in accordance with rules and
regulations prescribed by the California Apprenticeship CounciL .As used in this section, "contractor"
includes any subcontractor under a contractor who performs any public works.not excluded by subdivision
Q,
e) Before commencing work on a contract for public works, every contractor shall submit contract award
informatian to an applicable apprenticeship program that can supply apprentices to the site ofthe public work.
The informatian submitted shall include an estimate of journeyman hours to be performed under the contract,
the number of apprentices proposed to be employed, and the appro imate dates the apprentices would be
employed. A eopy of this information shall also be submitted to the awarding body, if requested by the
awarding body. Within 60 days after eoncluding work on the contract, each contractor and subcontractor
shall submit to the awarding body, if requested,and to the apprenticeship program a verified statement of the
journeyman and apprentice hours performed on the contract. The infarmation under this subdivision shall be
public. The apprenticeship programs shall retain this information for 12 months.
fl The apprenticeship pro ram supplying apprentices to the area of the site of the public work shall ensure
equal emp(oyment and affirmative action in apprenticeship for wamen and minorities.
g)The ratio of work performed by apprentices to journeymen employed in a particular craft or trade on the
public work may be no higher than the ratio stipulated in the apprenticeship standards under which the
apprenticeship program operates if the contractor agrees to be bound by those standards. However, except as
otherwise provided in this section, in no case shall the ratio be less than one hour of apprentice work for every
five hours of journeyman work.
h) This ratio of apprentice work to journeyman work shall apply during any day or portion of a day when
any journeyman is employed at the jobsite and shall be computed on the basis of the hours worked during the
day by journeymen so employed. Any work performed by a journeymari in eYcess of eight hours per day or
40 hours per week shall not be used to calculate the ratio. The contractor shall employ apprentices for the
number of hours computed as above before the end of the contract or, in the case of a subcontraetor, before
the end of the subcontract. However,the contractor shall endeavar,to the greatest extent possible,to employ
apprentices during the same time period that the journeymen in the same craft or trade are employed at the
jobsite. When an hourly apprenticeship ratio is not feasible for a particular craft or trade, the Administrator
Attachment No. 1
Page 10 of 13
of Apprenticeship, upon application of an apprenticeship program, may order a minimum ratio of not less
than one apprentice for each five journeymen in a craft or trade classification.
i)A contractor covered by this section who has agreed to be covered by an apprenticeship program's standards
upon the issuance of the approval certificate, or who has been previously approved for an apprenticeship
program in the craft or trade,shall empioy the number of apprentices or the ratio of apprentices to journeymen
stipulated in the applicable apprenticeship standards, but in no event less than the 1-to-5 ratio required by
subdivision(g).
j}Upon proper showing by a contractor that he or she employs apprentices in a particular craft or trade in the
state on all of his or her contracts on an annual average of not less than one l our of apprentice work for every
five hours of labor performed by journeymen, the Administratar of Apprenticeship may grant a certificate
exempting the contractor from the 1-to-S hourly ratio, as set forth in this section for that craft or trade.
k}An apprenticeship program has the discretion to grant to a participating contractor or cantractor association
a certificate, which shall be subject to the approval of ttie Administrator of Apprenticeship, exempting the
contractor from the 1-to-5 ratio set forth in this section when it finds that any one of the following conditians
is met:
1) Unemployment for the previous three-month period in the area exceeds an average of 15 percent.
2)'The number of apprentices in training in the area e ceeds a ratio of 1 to 5.
3)There is a showing that the apprenticeable craft ar trade is replacing at least one-thirtieth of its journeymen
annually through apprenticeship training, either on a statewide basis or on a Local basis.
4) Assignrnent of an apprentice to any work performed under a public works contract wou(d create a
condition that would jeopardize his.or her life or the life,safety,or property of fellow employees or the p blic
at large, or the specific task ta which the apprenti e is to be assigned is of a nature that training cannot be
provided by a journeyman. .
1) If an exemption is granted pursuant to subdivis'ion (l:) to an organization that represents contractors in a
specific trade from the 1-to-S ratio on a local or statewide basis,the member contractors shall not be required
to submit individual applications for approval to local joint apprenticeship committees, if they are already
covered by the local apprenticeship standards.
m)(1) A contractor to whom a contract is awarded, who, in performing any of the work under the contract,
employs journeymen or apprentices in any apprenticea le craft or trade shall contribute to the California
Apprenticeship Council the same amount that the director determines is .the prevailing amount of
apprenticeship training contributions in the area nf the public works site. A contractor may take as a credit
for payments to the council any amounts paid by the contractor to an approved apprenticeship program that
can supply apprentices to the site of the public works project. The contractor may add the amount af the
eontributions in computing his or her bid for the contract.
2)(A) At the conciusion of the 2002-03 fi.scal year and each fiscal year thereafter, the California
Apprenticeship Council shall distrihute training contributions received by the council under this subdivision,
less the expenses of the Department of Industrial Relations for administering this subdivision, by making
grants to approved apprenticeship pro rams for the purpose of training apprentices. The grant funds shall be
distributed as follows:
Attachment No. 1
Page 11 of 13
i) If there is an approved multiemployer apprenticeship program serving the same craft or trade and
geographic area for which the h•aining cantributions were made to the council, a grant to that program shall
be made.
ii) If there are two or more approved multiemployer apprenticeship programs serving the same craft or trade
and county for which the training contributions were made to the council, the grant shall be divided among
those programs based on the nurnber of apprentices from that county registered in each program.
iii) All training contributions not distributed under clauses (i) and (ii) shal] be used to defray the future
expenses of the Department of Industrial Reiations for the administration and enforcement of apprenticeship
and preapprenticeship standards and requirements und r this code.
B)An apprenticeship program shall only be eligible to receive grant fimds pursuant to this subdivision if the
apprenticeship program agrees,prior ta the receipt of any grant funds,to keep adequate records that document
the expenditure of grant funds and to make all records available to the Department of Industrial Relations so
that the Department of Industrial Relations is able to verify that grant funds were used solely for training
apprentices. For purposes of this subparagraph, adequate records include, but are not limited to, invoices,
receipts,and canceled checks that account for the expenditure of grant funds. This subpara raph shall not be
deemed to require an apprenticeship program to provide the Department of Industrial Relations with more
documentation than is necessary to varify the apprapriate expenditure of grant funds made pursuant to this
subdivision.
Cj The Department of industrial Relations shall verify that grants made pursuant to this subdivision are used
solely ro fund training apprentices. If an apprenticeship program is unable to demonstrate how grant funds
are expended or if an apprenticeship program is found to be using grant funds for purposes other than training
apprentices,then the apprenticeship program shall not be eli ible to receive any future grant pursuant to this
subdiv'rsion and the Department of Industrial Relations may initiate the rocess to rescind the registration of
the apprenticeship program.
3) All training contributions received pursuant to this subdivision shall be deposited in the Apprenticeship
Training Contribution Fund, which is hereby created in the State Treasury. Upon appropriation by the
Legislature, all moneys in the Apprenticeship Training Contribution Fund shall be used for the purpose of
carrying out this subdivision and to pay the expenses of the Department of Industrial Relations.
n) The body awarding the contract shall cause to be inserted in the contract stipulations to effectuate this
section. The stipulations shall fix the responsibility of compliance with this section for all apprenticeable
occupations with the prime contractor.
o)This section does not apply to contracts of general contractors or to contracts of specialty contractors not
bidding for work through a general ar prime contractor when the contracts of general contractors or those
specialty contractors invalve less than thirty thousand dollars($30,OOU).
p)An awarding body that implements an approved labor compliance program in accordance with subdivision
b) of Section 1771.5 may, with the appraval of the director, assist in the enforcement of this section under
the terms and conditions prescribed by the director.
Section 1813. Forfeiture for violations; contract stipulation; report of violations
The contractor or subcontractor shall, as a penalty to the state or political subdivision on whose behalf the
contract is made or awarded, forfeit twenty- five dollars($25) for each worker employed in the execution of
Attachment No. 1
Page 12 of 13
the contract by the respective contractor or subcontractor for each calendar day during which the worker is
required or perrnitted to work more than 8 hours in any ane calendar day and 40 hours in any one calendar
week in:violation of the provisions of this article. In awarding any contract for public work, the awarding
body shall cause to be inserted in the contract a stipulation to this effect. The awarding body shall take
cognizance of ail violations of this article committed in the course of the execution of the contract, and shall
report them to the Division of Labor Standards Enforcement.
Section 1815. Overtime
Notwithstanding the provisions of Sections 1810 to 1814, inclusive, of this cade, and notwithstanding any
stipulation inserted in any contract pursuant to the requirements of said sections, work performed by
employees of contractors in eYcess af 8 hours per day, and 40 hours during any one week, shall be permitted
upon public work upon compensation far all hours worked in excess of 8 hours per day at not less than 1 '/2
times the basic rate of pay.
Attachment No. 1
Page 13 of 13
ATTACHMENT NO. 2
Behind this page.]
ATTACHMENT NO.2
CALIFOItI TIA PUBLIC CONTRACT CODE SECTION 9204
Section 92Q4. Legislative findings and declarations regarding timely and complete payment of
co tractors far public works prajects; claims process (Eff: January 1, 2017)
a)The Legislature finds and declares that it is in the best interests of the state and its citizens to ensure that
all construction business performed on a public works project in the state that is complete and not in dispute
is paid in full and in a timely manner.
b)Notwithstanding any other law,including,but not limited to,Article 7.1 (commencing with Section 10240)
of Chapter 1 of Part 2,Chapter 10(commencing with Section 19100)of Part 2,and Article 1.5 (commencing
with Section O 1 Q4}of Chapter 1 of Part 3,this section shall apply to any claim by a contractor in connection
with a public works project.
c)For purposes of this section:
1) "Claim" means a separate demand by a contractor sent by registered mail or certified mail with return
receipt requested, for one or more of the following:
A) A time extension, including, without lirnitation, for relief from damages or penalties for delay assessed
by a public entity under a contract for a public works project.
B) Payment by the public entity of money or damages arising from work done by, or on behalf of, the
contractor pursuant to the contract for a public works project and payment for which is not otherwise expressly
provided or to which the claimant is not otherwise entitled.
C)Payment of an amount that is disputed by the public entity.
2) "Contractor" means any type of contractor within the meaning of Chapter 9 (commencing with Section
7000)of Divisian 3 ofthe Business and Professions Code who has entered into a direct contract with a pub(ic
entity for a public works project.
3)(A) "Public entity" means, without limitation, except as provided in subparagraph (B), a state agency,
department,office,division, bureau, board,or commission,the California State University,the University of
California, a city, including a charter city, county, including a charter county, city and county, including a
charter city and county,district,special district,public authority, political subdivision, public corporation,or
nonprofit transit corporation wholly owned by a public agency and formed to carry out the purposes of the
public agency.
B) "Public entity"shall not include the following:
i)The Department of Water Resources as to any project under the jurisdiction of that department.
ii)The Department of Transportation as to any project under the jurisdiction of that department.
iii)The Department of Parks and Recreation as to any project under the jurisdiction of that department.
iv) The Department of Corrections and Rehabilitation with respect to any project under its jurisdiction
pursuant to Chapter 1 l (commencing with Section 7000)of Title 7 of Part 3 of the Penal Code.
Attachment No.2
Page 1 of 3
v)The Military Department as to any project under the jurisdiction of that department.
vi)The Department of General Services as to all other projects.
vii)The High-Speed Rail Authority.
4)"Public works project"means the erection, construction;alteration, repair, or improvement of any public
structure, building, road, or other public improvement of any kind.
5)"Subcontractor"means any type of contractor within the meaning of Chapter 9(commencing with Section
7000)of Division 3 of the Business and Professions Code who either is in direct contract with a contractor or
is a lower tier subcontractor.
d)(1)(A) Upon receipt of a claim pursuant to this section,the public entity to which the claim applies shall
conduct a reasonable review of the claim and,within a period not to exceed 45 days,shall provide the claimant
a written statement identifying what portion of the claim is disputed and what portion is undisputed. Upon
receipt of a claim,a public entity and a contractor may,by mutual agreement,extend the time period provided
in this subdivision.
B)The claimant shall furnish reasonable documentation to support the claim.
C) If the public entity needs approval from its governing body to provide the claimant a written statement
identifying the disputed portion and the undisputed portion of the claim, and the governing body does not
meet within the 45 days or within the mutually agreed to e tension of time following receipt of a claim sent
by registered mail or certified mail, return receipt r.equested, the public entity shall have up to three days
following the next duly publicly noticed rneeting of the governing body after the 45-day period,or extension,
expires to provide the claimant a written statement identifying the disputed portion and the undisputed portion.
D)Any payment due on an undisputed portion of the claim shall be processed and made within 60 days after
the public entity issues its written statement. If the public entity fails to issue a written statement, paragraph
3) shall apply.
2)(A) If the claimant disputes the public entity's written response,or if the public entity fails to respond to a
claim issued pursuant to this section within the tiine prescribed, the claimant may demand in writing an
informal conference to meet and confer for settlement of the issues in dispute. Upon receipt of a demand in
writing sent by registered mail or certified mail, return receipt requested, the public entity shall schedule a
meet and confer conference within 30 days for settlement of the dispute.
B) Within 10 business days following the conclusion of the meet and confer conference, if the claim or any
portion of the claim remains in dispute, the public entity shall provide the claimant a written statement
identifying the portion of the claim that remains in dispute and the portion that is undisputed. Any payment
due on an undisputed portion of the claim shall be processed and made within 60 days after the public entity
issues its written statement. Any disputed portion of the claim,as identified by the contractor in writing,shall
be submitted to nonbinding mediation, with the public entity and the claimant sharing the associated costs
equally. The public entity and claimant shall mutually agree to a mediator within 10 business days after the
disputed portion of the claim has been identified in writing. If the parties cannot agree upon a mediator,each
party shall select a mediator and those mediators shall select a qualified neutral third party to mediate with
regard to the disputed portion of the claim. Each party shall bear the fees and costs charged by its respective
mediator in connection with the selection of the neutral mediator. If inediation is unsuccessful, the parts of
the claim remaining in dispute shall be subject to applicable procedures outside this section.
Attachment No.2
Page 2 of 3
C) For purposes of this section, mediation includes.any nonbinding process, including,.but not limited to,
neutral evaluation or a dispute review baard, in which an independent third party or board assists the parties
in dispute resolution through negotiation or by issuance ofan evaluation.Any mediation utilized shall conform
to the timeframes in this section.
D) Unless otherwise agreed to by the public entity and the contractor in writing, the mediation conducted
pursuant to this section shall excuse any further obli ation under Section 20104.4 to mediate after litigation
has been commeneed.
E) This section does not preclude a public entity from requiring arbitration of disputes under private
arbitration or the Public Works Contract Arbitration Program,if inediAtion under this section does not resolve
the parties' dispute.
3) Failure by the public entity to respond to a claim from a contractor within the time periods described in
this subdivision or to otherwise meet the time requirements of this section shall result in the ctaim being
deemed rejected in its entirety.A claim that is denied by reasc n of the public entity's failure to have responded
to a claim,or its failure to otherwise meet the time requirements of,this section,shall not constitute an adverse
finding with regard to the merits of the claim or the responsibility or qualifications of the claimant.
4)Amounts not paid in a timely manner as required by this section shall bear interest at?percent per annum.
5)If a subcontractar or a lower tier subcontractor Iacks legal standing to asser a claim against a public entity,
because privity of contract does not exist,the contractor may present to the public eritity a claim on behalf of
a subcontractar or lower tier subcontractor.A subcontractor may request in writing,either on their own behalf
or on behalf of a lower tier subcontractor, that the contraet r present a claim for work which was performed
by the subcontractor or by a lower tier subcontractor on behalf of the subcontractor. The subcontractor
requesting that the claim be presented to the public entity sliall furnish reasonable doeumentation to support
the claim. Within 45 days of receipt of this written request, the contractor shall notify the subcontractor in
writing as to whether the contractor presented the claim to the public entity an8, if the original contractor did
not present the claim,provide the subeontractar with a statement of the reasons for not having done so.
e) The text of this section or a summary of it shall be set forth in the plans or specifications for any public
works project that may give rise to a claim under this section.
fl A waiver of the rights granted by this section is void and contrary to public policy,provided,however,that
1)upon receipt of a claim,the parties may mutually agree to waive,in writing,mediation and proceed directly
to the commencement of a civil action ar binding arbitration, as applicable; and (2) a public entity may
prescribe reasonable change order, claim, and dispute resolution procedures and requirements in addition to
the provisions of this section, so long as the contractual provisions do not conflict with or otherwise impair
the timeframes and procedures set forth in this section.
g)This section applies to contracts entered into on or after January l,2017.
h) Nothing in this section shall impose liability upon a public entity that makes loans or grants available
through a competitive application process,for the failure of an awardee to meet its contraetual obligations.
i)This section shall remain in effect only until January 1, 2027, and as of that date is repealed, unless a.later
enacted statute,that is enacted before January 1,2027, deletes or extends that date.
Attachment No.2
Page 3 of 3
f GK-lo"/c7
Bond No. 024245598
Premium:$9,560.00
CALIFORNIA PUBLIC WORKS Premium is for Contract Term and is
PAYMENT BOND subjed to adjustment based on the Final
Contract Price
Required,f'or public works projects over$25,OOOJ
TO WHOM IT MAY CONCERN:
WE, KASA Construction, Inc. C NTRACTOR) as Principal,
and The Ohio Casualhr Insurance Companv SURET, a Corporation organized and elcisting under
the laws of the State of New Hampshire and authorized to transact business in the State of California,as
Surety, are held and firmly bound unto the CITY OF ORANGE, hereinafter called the Obligee, in the sum of
One MilGon Three Hundred Forty Eight Thousand Fve Hundred and 0/100
Dallars($1.sas,soo.00 for the payment as described herein,and we each of
us bind ourselves, our heirs, executors, administrators, successors and assigns,jointly and severally, by this
Payment Bond.
WHEREAS, the Principal is required to furnish this Payment Bond to the Obligee, guazanteeing the
payment of claims of laborers, mechanics, material suppliers and any other persons, as provided by the law in
connection with a Contract to do and perform the following work:
Bid No.20-21.13 Handv Park Maintenance Renovation
a copy of which Contract is or may be attached hereto,and is hereby referred to and made a part hereof.
THE CONDITION OF THE ABOVE OBLIGATION IS SUCH that if the Principal or its
subcontractors, shall fail to pay any person named in California Civil Code § 9100, or amounts due under the
Unemployment Insurance Code with respect to work or labor performed by any person named in Civil Code §
9100, or any amounts required to be deducted, withheld, and paid over to the Employment Development
Department from the wages of employees of the Principal and its subcontractors pursuant to Unemployment
Insurance Code § 13020, with respect to such work and labor, the Surety will pay for the same in an aggregate
amount not exceeding the sum specified in this Payment Bond,and also,in case suit is brought upon this Payment
Bond,a reasonable attorney's fee,to be fixed by the court in accordance with Civil Code § 9564.
TffiS PAYMENT BOND shall inure to the benefit of any person named in Civil Code § 9100 so as to
give a right of aotion to such person or his/her assigns in any suit brought upon this Payment Bond.
SIGNED A1 D SEALED this 30th day of October 2p 2p
1 ,1 , .;
y KASA Corstruction, Inc. The Ohio Casualty Insurance Company;: ,
O1 ITRACTOR OF SURET'X ;
r.-
BY: BY:
ARY AS Sa,j.i lp , TTO IN-FACT, L9sa C'ruz: ,•:
Sca`....-P.
BY: BY:
SIDENT/VI PRESIDENT APPROVE AS TO FO . ITY ATTORNEY
lJieaKq 4..S 4Y - ilB3r
NOTARY ACKNOWLEDGEMENTS ATTACHED
This Power of Attomey limits the acts of those named herein,and they have no authority to
bind the Campany except in the manner and to the extent herein stated.
Liberty Liberty Mutual Insurance Company
Mu ll The Ohio Casualty Insurance Company Cefifiqte No: 8203826-024103
West American Insurance Company
SURETY
POWER OF ATTORNEY
KNOWN ALL PERSONS BY THESE PRESENTS:That The Ohio Casualty Insurance Company is a caporation duly organized under the laws of the Shate of New Hampshire,that
Libe iy Mutual Insurance Company is a c rporation duty organ¢ed under the laws of the State of Massachusetts,and West American Insurance Company is a corporatlon duly organized
under the faws of the State of Indiana(herein collectively called the°Companies°),pursuant to and by authority herein set forth,dces hereby name,consstitute and appoint, Brittany
Aceves,Jef&ey W.Cavignac,Lisa Cniz, Jase Hamilton,James P.Schabazum,II
all of the dty of San Diego state of CA each individually if there be more than one named,its true and lawiul attomey in-fact to make,
e cute,seal,adcnowledge and deliver,for and on its behalf as surety and as its act and deed,any and all undertakings,bonds,recagn¢ances and other surety obligations,in pursuance
of these presenls and shall be as bind'mg upon the Companies as if they have been duly signed by the president and attested by fhe secretary of the Companies in fheir awn praper
persons.
IN WITNESS WHEREOF,this Pawer of Attomey has been subsaibed by an authorized officer or offiaal of the Companies and ihe corporate seals of the Companies have been affoced
thereto this 2nd day of )une , 2020 .
Liberty Mutuai Insurance Company
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David M.Carey,Assistant SecretarycoStateofPENNSYLVANIA
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County of MONTGOMERY f6
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On this 2nd day of June , 2020 before me personally appeared David M.Carey,who adcnowledged himself to be the Assistant Seaetary of Liberty Mutual Insurance
ip Company,The Ohio Casualty Campany,and West American insurance Company,and that he,as such,being aulhorized so to do,execute fhe foregoing instrument for the purposes
therein contained by signing on behalf of ihe corpora6ons by himself as a duly aufhorized officer.
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IN WITNESS WHEREOF,i have hereunto subscribed my name and aft'oced my notariai seal ffi IGng of Prussia,Pennsylvania,on fhe day and year first above written. om
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Teresa Pasteila,Notary Public L f'A O m
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C w? This Power of Attomey is made and executed pursuant to and by authority of the following By-laws and Author¢ations of The Ohio Casualty Insurance Company,Libedy Muh al,
Insurance Company,and West American Ir surance Company which resolutions are now in full force and efFect reading as follmius: o
3 ARTICLEIV-OFFICERS:Sec6on 12.PowerofAHomey. r
My officer or olher officaal of the Corporation authorrzed for fhat purpose in writing by fhe Chairtnan or the President,and subje.ct ro such limihation as the Chairtnan or the
President may presaibe,shall appoint such attomeys-in-fact,as may be necessary to act in behalf of the Carporation to make,exearte,seal,adcnowledge and deliver as surety >
any and all undertakings,bonds,recogn¢ances and other surety obligations.Such attomeys-in-fact,subject to the limitations set forth in their respective powers of attomey,shall s N
o have full power to bind the Corporation by their signature and execution of any such instruments and to attadi thereto the seal of the Corporation.When so executed,such N
Z instruments shall be as binding as if signed by the President and attested to by ihe Secretary.My p rer or authority granted to any representative or attomey-in-fact under the,
provisions of this artide may be revoked at any time by the Board,fhe Chairtnan,the President or by the oificer or officers granting such power or authority. o
ARTICLE XIII-Execution of Corrtracts:Section 5.Surety Bonds and Undertakings.
Any officer of the Company authorized for that purpose in writing by the chairman or the president,and subject to such limitations as the chairtnan or the president may prescribe,I—
shall appoint such aflomeys-in-fact,as may be necessary to act in behalf of the Company to make,execa te,seal,acknowledge and deliver as sureiy any and all undertakings,
bonds,recognizances and other surety o6ligabons.Such attomeys n-fact subject to the limitatlons set forth in their respective powers of attomey,shall have full power to bind the
Company by iheir signature and exeaition of any such instruments and to attach thereta the seal of the Company.UVhen so executed such instrumerits shall be as binding as if
signed by fhe president and attested by the seaetary.
Certifi xte of Designation-The President of the Company,acting pursuant to the Bylaws of the Company,authorizes David M.Carey,Assistant Secretary to appant such attomeys-in-
fact as may be necessary to act on behalf of the Company to make,execute,seal,adcnowledge and defiver as surety any and all undertakings,bands,recognizances and ather surety
obligations.
Authorization-By unanimous consent of the Company's Board of Directors,the Company consents that facsimite or mechanically reproduced signature of any assistant seaetary of ihe
Campany,wherever appearing upon a cer6fied copy of any power of attomey issued by the Company in connection wiih surety bonds,shall be valid and bind'mg upon the Company writh
the same force and effect though manualiy affixed.
I,Renee C.Llewellyn,ihe undersigned,Assistant Secretary,The Ohio Casualty Insurance Company,Liberty Mutual Insurance Company,and West American Insurance Company do
hereby certify that the original pa+uer of a omey of whi the foregoing is a full,true and correct copy of the Power of Attomey executed by said Companies,is in full force and effed and
has not been revoked. r.
IN TESTIMONY WHEREOF,I have hereunto set my hand and affixed the seals of said Companies this day of OCT 3 Q 2020.
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CALIFORNIA ALL- PURPOSE
CERTIFICATE OF ACKNOWLEDGMENT
A notary public or other officer completing this certificate verifies only the identity
of the individual who signed the document to which this certificate is attached,
and not the truthfulness, accuracy, or validity of that document.
State of California
County of San Diego
On OCT 3 0 2020 before me, Shannen Sigman, Notary Public
ere insert name an td e of t e officer
personally appeared [I CY(.Z
who proved to me on the basis of satisfactory evidence to be the person($-) whose
name() is are subscribed to the within instrument and acknowledged to me that
he/ he they executed the same in hi e their authorized capacity(ies), and that by
hi their signature() on the instrument the person(-), or the entity upon behalf of
which the person(-) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that
the foregoing paragraph is true and correct.
SHANN SIG
y • COMM.#2281292 WITNESS my hand and official seal. a.. „o Notary Public-California A
B ''San Diego County
a M Comm.Ex ires Mar.16 2023
Notary Public Signature Notary Public Seal)
ADDITIONAL OPTIONAL INFORMATION
INSTRUCTIONS FOR COMPLETING THIS FORM
This fam complies with cen•ent Calrfornia statutes regarding notary tiva drng and,
DESCRIPTION OF THE ATTACHED DOCUMENT ijneeded,shosld be completed and attached to the documenl.Acknoivledgments
fi•om other states mav be compleled for doctrments being sent to that state so long
as the tivording does not reqtrire the California notary to vrolate Calijornia nolary
lmv.
Title or description of attached document) State and County information must be the State and County where the document
signer(s)personally appeared before the notary public for aclmowledgment.
Date of notarization must be the date that the signer(s)personally appeared which
TiUe or descripUon of attached document continued) must also be the same date the acknowledgment is completed.
The notary public must print his or her name as it appears within his or her
Number of Pages Document Date commission followed by a comma and then your title(notary public).
Print the name(s) of document signer(s) who personally appear at the time of
notarization.
CAPACITY CLAIMED BY THE SIGNER Indicate the coirect singular or plural forms by crossing off incocrect foims(i.e.
he/she/t ey,—is/are)or circling the correct forms.Failure to coirectly indicate this
I ndividual (s)information may lead to rejection of document recording.
Corporate Officer The notary seal impression must be clear and photographically reproducible.
Impression must not cover text or lines. If seal unpression smudges,re-seal if a
Title) sufficient azea permits,otherwise complete a different acknowledgment form.
Partner(s) Signature of the notary public must match the signature on.file with the office of
the county clerk.
Attorney-in-Fact Additional information is not required but could help to ensure this
Trustee(s) aclmowledgment is not misused or attached to a different document.
Oth er Indicate ritle or type of attached document,number of pages and date.
Indicate the capacity claimed by the signec.If the claimed capacity is a
corporate officer,indicate the title(i.e.CEO,CFO,Secretary).
2015 Version www.NotaryClasses.com 800-873-9865 Securely attach this document to the signed document with a staple.
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT CIVIL CODE§ 1189
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A notary public or other officer completing this certificate verifies only the identity of the individual who signed the
document to which this certificate is attached,and not the truthfulness,accuracy,or validity of that document.
State of California
County of San Bernardino
On i /n/n n before me,
Hector Zavala, Notary Publ.ic
Date Here Insert Name and Title of the Officer
personally appeared Diana Kasbar and Sam Kasbar
Name(s) of Signer(s)
who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are
subscribed to the within instrument and acknowledged to me that he/she/they executed the same in
his/her/their authorized capacity(ies),and that by his/her/their signature(s)on the instrument the person(s),
or the entity upon behalf of which the person(s) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws
of the State of California that the foregoing paragraph
o,a is true and correct.
HECTOR ZAVALA WITNESS my han n official seal.
Notary Public California z
Z `,= -• SanBemardinoCounty >
Z Commission 2217476
MyComm.ExpiresOct28,2021 Signature
nature of Notary Pub/ic
Place Notary Seal Above
OPT/ONAL
Though this section is optional, completing this information can deter alteration of the document or
fraudulent reattachment of this form to an unintended document.
Description of Attached Document
Title or Type of Document: Document Date:
Number of Pages: Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer(s)
Signer's Name:Signer's Name:
Corporate Officer — Title(s): Corporate Officer — Title(s):
Partner — Limited General Partner.— Limited General
Individual Attorney in Fact Individual Attorney in Fact
Trustee Guardian or Conservator Trustee Guardian or Conservator
Other:Other:
Signer Is Representing: Signer Is Representing:
02074 National Notary Association •www.NationalNotary.org •1-800-US NOTARY(1-800-876-682 Item#5907
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Item #: 3.13.11/10/2020 File #: 20-106
PROJECT COMPONENTS City's Costs
Design-RHA Landscape Architects Planners,Inc. 110,110
Pre-fabricated Building-Public Restroom Company 578,031
Roof Work on Concession Building 5,270
Administrative Costs-City staff time,printing 3,703
ITEM FOR CONSIDERATION NOVEMBER 10,2020
Construction 1,483,350
Sub-total 2,180,46
PENDING ITEMS City's Estimated Future Costs
Furniture, Fixtures,and Equipment(FF&E) 34,254
Additional Administrative Costs 11,000
Sub-total 45,254
ESTIMATED PROJECTTOTAL 2,225,71
I i
FUNDING STATUS
Funds previously appropriated to Handy Park Maintenance Renovation(20370)
Fund 510(Park Acquisition-Infill)2,000,00
Anticipated Revenue
Prop 68 Per Capita Allocation Grant 262,686
TOTAL 2,262,68
PROJECT BALANCE 36,968
7. ATTACHMENTS
Bid Abstract Summary - Bid No. 20-21.13
Contract- Handy Park Maintenance Renovation
City of Orange Page 3 of 3 Printed on 11/4/2020
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