HomeMy WebLinkAboutPK Contractors Inc; 2002-07-22; 3675-2 Part 2 of 10the company EEO policy is being carried out, to submit reports relating to the provisions hereof as may be required
14. The Contractor shall designate a responsible official to monitor all employment related activity to ensure that
by the Government and to keep records. Records shall at least include for each employee the name, address,
telephone numbers, construction trade, union affiliation if any, employee identification number when assigned,
social security number, race, sex, status (e&, mechanic, apprentice trainee, helper, or laborer), dates of changes in
status, hours worked per week in the indicated trade, rate of pay, and locations at which the work was performed.
Records shall be maintained in an easily understandable and retrievable form; however, to the degree that existing
records satisfy this requirement, contractors shall not be required to maintain separate records.
"
15. Nothing herein provided shall be construed as a limitation upon the application of other laws which establish different standards of compliance or upon the application of requirements for the hiring of local or other area
residents (e& those under the Public Works Employment Act of 1977 and the Community Development Block Grant Program).
15 - ELIMINATION OF SEGREGATED FACILITIES
NOTICE TO PROSPECTIVE FEDERALLY-ASSISTED CONSTRUCTION CONTRACTORS
May 19,1967) on Elimination of Segregated Facilities, by the Secretary of Labor, must be submitted prior to the award of a Federally-assisted construction contract exceeding $10,000 which is not exempt from the provisions of
the Equal Opportunity Clause.
(a) A Certification of Non-Segregated Facilities, as required by the May 9, 1967 Order (32 F.R. 7439,
are not exempt eom the provisions of the Equal Opportunity Clause, will be required to provide for the forwarding @) Contractors receiving Federally-assisted construction contract awards exceeding $10,000 which,
of the following notice to prospective subcontractors for supply and construction contracts where the subcontracts
exceed $10,000 and are not "tempt from the provisions of the Equal Opportunity Clause.
NOTICE TO PROSPECTIVE SUBCONTRACTORS OF REQUIREMENT FOR CERTIFICATION OF NON-SEGREGATED FACILITIES
(a) A Certification ofNon-Segregated Facilities, as required by the May 9, 1967 Order (32 F.R. 7439,
May 19, 1967) on Elimination of Segregated Facilities, by the Secretary of Labor, must be submitted prior to the award of a subcontract exceeding $10,000 which is not exempt from the provisions of the Equal Opportunity Clause.
(b) Contractors receiving subcontract awards exceeding $IO,OOO which are not exempt from the
provisions of the Equal Opportunity Clause will be required to provide for the forwarding of this notice to prospective subcontractors for supply and construction contracts where the subcontracts exceed $10,000 and are not
exempt from the provisions of the Equal Opportunity Clause.
March 17,2000 BP- 19
16 - CERTIFICATION OF NON-SEGREGATED FACILITIES
.- Environmental Protection Agency Region IX
75 Hawthorne Street
San Francisco, California 94105
CERTIFICATION OF NON-SEGREGATED FACILITIES
(Applicable to federally assisted construction contracts and related subcontracts exceeding $10,000 which are not
exempt from the Equal Opportunity Clause.)
The federally assisted construction contractor certifies that he does not maintain or provide for his
perform their services at any location, under his control, where segregated facilities are maintained. The federally
employees any segregated facilities at any of his establishments, and that he does not permit his employees to
assisted construction contractor certifies liuther that he will not maintain or provide for his employees any
segregated facilities at any of his establishments, and that he will not permit his employees to perform their services
contractor agrees that a breach of this certification is a violation of the Equal Opportunity Clause in this contract. As
at any location, under his control, where segregated facilities are maintained. The federally assisted consauction
used in this Certification, the term “segregated facilities” means any waiting rooms, work areas, restrooms and wash
rooms, restaurants and other eating areas, time clocks, locker rooms and other storage or dressing areas,
transportation, and housing facilities provided for employees which are segregated hy explicit dmctive or are in fact
segregated on the basis of race, creed, color, or national origin, because of habit, local custom, or otherwise. The
proposed subcontractors for specified time period) he will obtain identical certifications from proposed
federally assisted construction contractor agrees that (except where he has obtained identical certifications from
the Equal Opportunity Clause, and that he will retain such certifications in his files.
subcontractors prior to the award of subconhacts exceeding $10,000 which are not exempt form the provisions of
_-
Signature Date
Name and Title of Signer (Please Type)
Note: The penalty for making false statements in offers is prescribed in 18 U.S.C. 1001
,--
.March 17,2000
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17 - DRUG-FREE WORKPLACE CERTIFICATION
- DRUG-FREE WORKPLACE CERTIFICATION
CONTRACTOWAPPLICANT:
The contractor or applicant named above hereby certifies compliance with Government Code Section 8355 in
matters relating to providing a drug-free wo*lace. The above named contractor or applicant will:
1, Publish a statement notifying employees that unlawful manufacture, distribution, dispensation, possession, or
use of a controlled substance is prohibited and specifying actions to be taken against employees for violations,
as required by Government Code Section 8355(a).
2. Establish a Drug-Free Awareness Program as required by Government Code Section 8355(b), to inform
employees about all of the following:
(a) The dangers of drug abuse in the workplace,
(b) The person's or organization's policy of maintaining a drug-fiee workplace,
(c) Any available counseling, rehabilitation and employee assistance programs, and
(d) Penalties that may be imposed upon employees for drug abuse violations.
3. Provide as required by Government Code Section 8355(c), that every employee who works on the proposed
contract or loan:
.- (a) Will receive a copy of the company's drug-he policy statement, and
(b) Will agree to abide by the terms of the company's statement as a condition of employment on the contract
or loan.
CERTIFICATION
I, the official named below, hereby swear that I am duly authorized legally to bind the contractor or loan recipient to the above described certification. I am fully aware that this certification, executed on the date and in the county
below, is made under penalty of perjury under the laws of the State of California.
OFFICIAL'S NAME:
DATE EXECUTED EXECUTED IN cow OF
CONTRACTOWAPPLICANT SIGNATURE:
March 17,2000 BP-2 1
18 - PART 324OVERNMENT WIDE DEBARMENT AND SUSPENSION (NONPROCUREMENT) AND
GOVERNMENT WIDE REQUIREMENTS FOR DRUG-FREE WORKPLACE (GRANTS) - Appendix A to Part 32-Certification Regarding Debarment, Suspension, and Other Responsibility Matters-Primary
Covered Transactions
Instructions for Certification
below.
1. By signing and submitting this proposal, the prospective primary participant is providing the certification set out
participation in this covered transaction. The prospective participant shall submit an explanation of why it cannot 2. The inability of a person to provide the certification required below will not necessarily result in denial of
provide the certification set out below. The certification or explanation will be considered in connection with the
department or agency's determination whether to enter into this transaction. However, failure of the prospective
primary participant to furnish a certification or an explanation shall disqualify such person from participation in this
transaction.
department or agency determined to enter into this transaction. If it is later determined that the prospective primary
3. The certification in this clause is a material representation offact upon which reliance was placed when the
participant knowingly rendered an erroneous certification, in addition to other remedies available to the Federal
Government, the department or agency may terminate this transaction for cause or default.
this proposal is submitted if at any time the prospective primary participant learns that its certification was erroneous
4. The prospective primary participant shall provide immediate witten notice to the deparnnent or agency to which
when submitted or has become erroneous by reason of changed circumstances.
5. The terms covered transaction, debarred, suspended, ineligible, lower tier covered transaction, participant, person, primary covered transaction, principal, proposal, and voluntarily excluded, as used in this clause, have the
meanings set out in the Definitions and Coverage sections ofthe rules implementing Executive Order 12549. You
may contact the department or agency to which this proposal is being submitted for assistance in obtaining a copy of those regulations.
-
transaction be entered into, it shall not knowingly enter into any lower tier covered transaction with a person who is
proposed for debarment under 48 CFR part 9, subpart 9.4, debarred, suspended, declared ineligible, or voluntarily
excluded from participation in this covered transaction, unless authorized by the department or agency entering into this transaction.
6. The prospective primary participant agrees by submitting this proposal that, should the proposed covered
7. The prospective primary participant further agrees by submitting this proposal that it will include the clause
titled "Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion-Lower Tier Covered
Transaction," provided by the department or agency entering into this covered transaction, without modification, in
all lower tier covered tl'anS&om and in all solicitations for lower tier covered transactions.
covered transaction that it is not proposed for debarment under 48 CFR part 9, subpart 9.4, debamd, suspndcd,
ineligible, or voluntarily excluded from the covered wansaction, unless it knows that the certification is erroneous. A participant may decide the method and frequency by which it dnermines the eligibility of its principals. Each
participant may, but is not required to, check the List of Parties Excluded from Federal Procurement and Non- procurement Programs.
8. A participant in a covered transaction may rely upon a certification of a prospective participant in a lower tier
render in gd faith the certification required by this clause. The knowledge and information of a participant is not
9. Nothing contained in the foregoing shall be construed to require establishment of a system of records in order to
required to exceed that which is normally possessed by a prudent person in the ordinary course of business dealings.
- IO. Except for transactions authorized under paragraph 6 of these instructions, if a participant in a covmd
transaction knowingly enters into a lower tier covered transaction with a person who is proposed for debarment
under 48 CFR part 9, subpart 9.4, suspended, debarred, ineligible, or voluntarily excluded from participation in this
BP-22
March 17,2000
transaction, in addition to other remedies available to the Federal Government, the department or agency may
terminate this transaction for cause or default. - Certification Regarding Debarment, Suspension, and Other Responsibility
Matters-Primary Covered Transactions
(I) The prospective primary participant certifies to the best of its knowledge and belief, that it and its principals:
(a) Are not presently debarred, suspended, proposed for debarment, declared ineligible, or voluntarily excluded by
any Federal department or agency;
(b) Have not within a three-year period preceding this proposal been convicted of or had a civil judgment rendmd
against them for commission of hud or a criminal offense in connection with obtaining, attempting to obtain, or
performing a public (Federal, State or local) transaction or contract under a public transaction; violation of Federal
or State antitrust statutes or commission of embezzlement, theft, forgery, bribery, falsification or destruction of records, making false statements, or receiving stolen property;
(c) Are not presently indicted for or othmvise criminally or civilly charged by a governmental entity (Federal, State or local) with commission of any of the offenses enumerated in paragraph (1m) of this certification; and
(d) Have not within a three-year period preceding this applicatiodproposal had one or more public transactions
(Federal, State or local) terminated for caw or default.
prospective participant shall attach an explanation to this proposal.
Appendix B to Part 32-Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion-Lower Tier Covered Transactions
(2) Where the prospective primay participant is unable to certify to any of the statements in this certification, such
Instructions for Cdfication
1, By signing and submitting this proposal, the prospective lower tier participant is providing the cdfication sei
-
out below.
2. The certification in this clause is a material representation of fact upon which reliance was placed when this
transaction was entered into. If it is later determined that the prospective lower tier participant knowingly rendered
an erroneous certification, in addition to other remedies available to the Federal Government the depanment or
agency with which this transaction originated may pursue available remedies, including suspension and/or debarment.
3. The prospective lower tier Participant shall provide immediate mitten notice to the person to which this proposal
is submitted if at any time the prospective lower tier participant learns that its certification was erroneous when
submitted or had become erroneous by reason of changed circumstances.
4. The terms covered transaction, debamd, suspended, ineligible, lower tier covered transsctl 'on, participant,
person, primary covmd transa*ion, principal, proposal, and voluntarily excluded, as used m this clause, have the
meaning set out in the Definiis and Coverage sections of rules implementing Executive Order 12549. You may contact the person to which this proposal is submitted for assistance in obtaining a copy of those regulations.
transaction be entered into, it shall not knowingly enter into any lower tier covered transaction with a person who is
proposed for debarment under 48 CFR part 9, subpart 9.4, debarred, suspended, declared ineligible, or voluntarily
this transaction originated.
excluded 6om participation in this covered transaction, unless authorized by the department or agency with which
5. The prospective lower tier participant agrees by submitting this proposal that, should the proposed covered
6. The prospective lower tier participant further agrrcs by submitting this proposal that it will include this clause titled "Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion-Lower Tier Covered
Transaction," without modification, in all lower tier covered transactions and in all solicitations for lower tier covered transactions.
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March 17,2000
7. A participant in a covmd transaction may rely upon a certification of a prospective participant in a lower tier
covered transaction that it is not proposed for debarment under 48 CFR part 9, subpart 9.4, debarred, suspended,
participant may decide the method and 6equency by which it determines the eligibility of its principals. Each
participant may, but is not required to, check the List of Parties Excluded 60m Federal Procurement and
Nonprocurement Programs.
" ineligible, or voluntarily excluded 60m covered transactions, unless it knows that the certification is erroneous. A
8. Nothing contained in the foregoing shall be construed to require establishment of a system of records in order to render in good faith the certification required by this clause. The knowledge and information of a participant is not
required to exceed that which is normally possessed by a prudent person in the ordinary course of business dealings.
9. Except for transactions authorized under paragraph 5 of these instructions, if a participant in a covered transaction knowingly enters into a lower tier covered transaction with a person who is proposed for debarment
transaction, in addition to other remedies available to the Federal Government, the depamnent or agency with which under 48 CFR part 9, subpart 9.4, suspended, debarred, ineligible, or voluntarily excluded 60m participation in this
this transaction originated may pursue available remedies, including suspension andlor debarment.
Certification Regarding Debarment, Suspension, Ineligibility and Voluntary
Exclusion-Lower Tier Covered Transactions
(I) The prospective lower tier participant certifies, by submission of this proposal, that neither it nor its principals
is presently debarred, suspmded, proposed for debarment, declared ineligible, or voluntarily excluded from
participation in this transaction by any Federal department or agency.
(2) Where the prospective lower tier participant is unable to certify to any of the statements in thii certification,
such prospective participant shall attach an explanation to this proposal.
19 - RESPONSIBILITY FOR REMOVAL, RELOCATION, OR PROTECTION OF EXISTING
. -~ UTILITIES; CONTRACTS AND PROVISIONS
GOVERNMENT CODE SECTION 42 I5 (in relevant part)
damage not due to the failure of the conhactor to exercise reasonable care, and removing or relocating such utility
The contract documents shall include provisions to compensate the contractor for the costs of locating, repairing
facilities not indicated in the plans and specifications with reasonable accuracy, and for equipment on the project
necessarily idled during such work. The contract documents shall include provisions that the contractor shall not be assessed liquidated damages for delay in completion of the project, when such delay was caused by the failure of the
public agency or the owner of the utility to provide for removal or relocation of such utility facilities. (1974)
20 - SUBMIITING OF BIDS AND AGREEING TO ASSIGN
GOVERNMENT CODE SECTION 4552 (in relevant part)
assign to the purchasing body all rights, title, and intmst in and to all causes of action it may have under Section 4
of the Clayton Act (I5 U.S. C. Sec. IS) or under the Cartwright Act (Chapter 2 (commencing with Section 16700) of
by the bidder for sale to the purchasing body pursuant to the bid. Such assignment shall be made and become
Part 2 of Division 7 of the Business and Professions Code), arising 60m purchases of goods, materials, or services
effective at the time the purchasing body tenders final payment to the bidder. (1978)
In submitting a bid to a public purchasing body, the bidder offm and agrees that if the bid is accepted, it will
March 17,2000 BP-24
2 1 - NON-COLLUSION AFFIDAVIT
PUBLIC CONTRACTS CODE SECTION 7106
NON-COLLUSION AFFIDAVIT
TO BE EXECUTED BY BIDDER AND SUBMITTED WITH BID
State of California
County of ss
; being first duly sworn, deposes and says that he or she is
of the party making the
company, association, organization, or corporation; that the bid is genuine and not collusive or shanq that the bidder
foregoing bid, that the bid is not made in the interest of, or on behalf of, any undisclosed person, partnership,
has not directly or indirectly colluded, conspired, connived, or agreed with any bidder or anyone else to put in a sham bid, or that anyone shall refraii fiom bidding; that the bidder has not in any manner, directly or indirectly,
sought by agreement, communication, or conference, with anyone to fix the bid price of the bidder or any other
bidder, or to fix any overhead, profit, or cost element of the bid price, or of that of any other bidder, or to secure any
advantage against the public body awarding the contract of anyone interested in the proposed contract; that all
statements contained in the bid are true; and, further, that the bidder has not, directly or indirectly, submitted his or
her bid price or any breakdown thereof, or the contents thereof, or divulged information or data relative thereto, or paid, and will not pay, any fee to any corporation, partnership, company association, organization, bid depository, or
to any member or agent thereof the effectuate a collusive or sham bid.
personally known to me OR proved to me on the basis of satisfactory evidence to be the person(s) whose name@)
hislherhheir authorized capacity(ies), and that by hislher/their signanues(s) on the instrument the person(s), or entity
islare subscribed to the within instrument and acknowledged to me that hdshehhey executed the same in
upon behalf of which the person(s) acted, executed the insbument.
Subscribed and sworn to before me on
(Notary Public)
.-
March 17,2000
BP-25
,-
Affirmative ActidEqlul Employmnt Opportunity for Cnutructl 'on coldndnr Awegate Wok Fncc Minority Participation Goals for California
Sund.Jd Mnropolitan Statistical Am (SMSA) 41CFR$60-4.6
All ddl trades Female participation goal 69%
&a minority participation Goal (%j Ans minority participation Gml fob
174 Redding: I79 Fraw-Bskecnflcld
WMsA 64 SMSA Counties: Lassen; ModoF; Plum; Shast.; Siskiyou; Tcbs Kan
2849 Fmno 26J
I75 E"dX Fmo
Dcl Nons; Humlmldt; Trinity Kings; Madm, Tularc
SMSA Counties: 180 Los Angela:
9364 hvc
"
b, Mcndocino; SM Bait0 181 Sari Diego: SMSA Counties: l320 ssn Dirro 169 Sm Diego 177 SMSA Counties: Sacmmcnto: Ld2
P1.fSr; SwaJmtO; YOlO
Non-SMSA 14.1
Nwds Siem; Smcr; Yubn BufIs; Coluss El Dorado; Glenn;
1 78 StockIoo-Moduto: SMSA Counties:
SIMiSh
Sn Jmpin 243
19.8 Alpine; Anudor, Cllavmr; Mm Mcmd, Tuolunac
March 17,2000
BP-26
rc
23 - LABOR CODE SECTION 6500
6500. (a) For those employments or places of employment that by their nature involve a
substantial risk of injury, the division shall require the issuance of a permit prior to the initiation
of any practices. work, method, operation, or process of employment. The permit requirement of
this section is limited to employment or places of employment that are any of the following:
(1) Construction of trenches or excavations that are five feet or deeper and into which
(2) The construction of any building, structure, falsework. or scaffolding more than
(3) The demolition of any building, structure, falsework, or scaffold more than three
(4) The underground use of diesel engines in work in mines and tunnels.
This subdivision does not apply to motion picture, television, or theater stages or sets,
including, but not limited to, scenery, props, backdrops, flats, greenbeds, and grids.
(b) On or after January 1, 2000, this subdivision shall apply to motion picture,
television, or theater stages or sets, if there has occurred within any one prior calendar year in
any combination at separate locations three serious injuries, fatalities, or serious violations
related to the construction or demolition of sets more than 36 feet in height for the motion
picture. television, and theatrical production industry. An annual permit shall be required for employers who construct or dismantle motion
height. A single permit shall be required under this subdivision for each employer, regardless of
picture, television, or theater stages or sets that are more than three stories or the equivalent
the number of locations where the stages or sets are located. An employer with a currently valid
annual permit issued under this subdivision shall not be required to provide notice to the division
prior to commencement of any work activity authorized by the permit. The division may adopt
procedures to permit employers to renew by mail the permits issued under this subdivision.
but are not limited to, scenery, props, backdrops, flats, greenbeds, and grids.
For purposes of this subdivision, "motion picture. television, or theater stages or sets" indude,
a person is required to descend.
three stories high or the equivalent height.
stories high or the equivalent height.
24 - PUBLIC CONTRACT CODE SECTION 7105
7105. (a) Construction contracts of public agencies shall not require the contractor to be
responsible for the cost of repairing or restoring damage to the work, which damage is
determined to have been proximately caused by an act of God, in excess of 5 percent of the
contracted amount, provided, that the work damaged is built in accordance with accepted and
applicable building standards and the plans and specifications of the awarding authority.
However, contracts may include provisions for terminating the contract The requirements of this
section shall not be mandatory as to construction contracts financed by revenue bonds. This
section shall not prohibit a public agency from requiring that a contractor obtain insurance to
indemnify the public agency for any damage to the work caused by an act of God if the
insurance premium is a separate bid item. If insurance is required, requests for bids issued by
public agencies shall set forth the amount of the work to be covered and the contract resulting
from the requests for bids shall require that the contractor furnish evidence of satisfactory
insurance coverage to the public agency prior to execution of the contract.
(b) For the purposes of this section: .- (1) "Public agency" shall include the state, the Regents of the University of California, a
city, county, district, public authority, public agency, municipal utility, and any other political
subdivision or public corporation of the state.
BP-27
,- (2) "Acts of God" shall include only the following Occurrences or conditions and effects:
earthquakes in excess of a magnitude of 3.5 on the Richter Scale and tidal waves.
improvements in the course of construction to bring the completed improvements into
(c) Public agencies may make changes in construction contracts for public
compliance with environmental requirements or standards established by state and federal
statutes entered into. The contractor shall be paid for the changes in accordance with the
provisions of the contract governing payment for changes in the work or, if no provisions are set
forth in the contract, payment shall be as agreed to by the parties.
(d) (1) Where authority to contract is vested in any public agency, excluding the state,
the authority shall include the power, by mutual consent of the contracting parties, to terminate,
amend, or modii any contract within the scope of such authority.
(2) Paragraph (1) shall not apply to contracts entered into pursuant to any statute
expressly requiring that contracts be let or awarded on the basis of competitive bids. Contracts
of public agencies, excluding the state, required to be let or awarded on the basis of competitive
bids pursuant to any statute may be terminated, amended, or modified only if the termination,
amendment, or modification is so provided in the contract or is authorized under provision of law
other than this subdivision. The compensation payable, if any, for amendments and
modifications shall be determined as provided in the contract. The compensation payable, if any,
in the event the contract is so terminated shall be determined as provided in the contract or
applicable statutory provision providing for the termination. (3) Contracts of public agencies may include provisions for termination for
environmental considerations at the discretion of the public agencies.
25 - PUBLIC CONTRACT CODE SECTION 9203 _"-
9203. (a) Payment on any contract with a local agency for the creation, construction,
alteration, repair, or improvement of any public structure, building, road, or other improvement.
of any kind which will exceed in cost a total of five thousand dollars ($5,000), shall be made as
the legislative body prescribes upon estimates approved by the. legislative body, but progress
payments shall not be made in excess of 95 percent of the percentage of actual work completed
plus a like percentage of the value of material delivered on the ground or stored subject to,
or under the control of, the local agency, and unused. The local agency shall withhold not less
than 5 percent of the contract price until final completion and acceptance of the project
However, at any time after 50 percent of the work has been completed. if the legislative body
finds that satisfactory progress is being made, it may make any of the remaining progress
payments in full for actual work completed.
shall be subject to a twenty-five thousand dollar ($25,000) limit for purposes of subdivision (a). (b) Nolwithstanding the dollar limit spedfrad in subdivision (a), a county water authority
BP-28
Supplemental Provisions
Part 1, General Provisions
.-
SUPPLEMENTAL PROVISIONS
CONTRACT NO. 36752
CARLSBAD WATER RECYCLING FACILITY
SUPPLEMENTAL PROVISIONS TO
STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION
PART 1, GENERAL PROVISIONS
SECTION 1 - TERMS, DEFINITIONS ABBREVIATIONS AND SYMBOLS
1-1 TERMS
Add the following section:
1-1.1 Reference to Drawings. Where words "shown", "indicated", "detailed", "noted", "scheduled",
or words of similar import are used, it shall be understood that reference is made to the plans
accompanying these provisions, unless stated otherwise.
Add the following section:
1-1.2 Directions. Where words "directed", "designated", "selected", or words of similar import are
used, it shall be understood that the direction, designation or selection of the Engineer is intended,
unless stated otherwise. The word "required and words of similar import shall be understood to
mean "as required to properly complete the work as required and as approved by the Engineer,"
unless stated otherwise.
Add the following section:
words of similar import are used, it shall be understood such words are followed by the expression "in
1-1.3 Equals and Approvals. Where the words "equal", "approved equal", "equivalenr, and such
the opinion of the Engineef, unless otherwise stated. Where the words "approved", "approval",
"acceptance", or words of similar import are used, it shall be understood that the approval,
acceptance, or similar import of the Engineer is intended.
Add the following section:
1-1.4 Perform. The word "perform" shall be understood to mean that the Contractor, at its
furnishing and installing of materials that are indicated, specified or required to mean that the
expense, shall perform all operations, labor, tools and equipment, and further, including the
Contractor, at its expense, shall furnish and install the work, complete in place and ready to use,
including furnishing of necessary labor, materials, tools, equipment, and transportation.
defined by the definitions assigned to them herein.
1-2 DEFINITIONS. Modify as follows: The following words, or groups of words, shall be exclusively
Agency -the Carlsbad Municipal Water District of Carlsbad, California.
Board of Directors - the Board of Directors of the Carlsbad Municipal District of the City of
Carlsbad.
?@Revised: 5/10/00 Contract No. 36752 Page 1 of 33 Pages
,-
?"-
r
Executive Manager - the Executive Manager of the Carlsbad Municipal Water District or hisher
approved representative.
Dispute Board - persons designated by the Executive Manager to hear and advise the Executive
Manager on claims submitted by the Contractor. The Executive Manager is the last appeal level for
informal dispute resolution.
Engineer - the City Engineer of the City of Carlsbad or hisiher approved representative. The Ci
Engineer is the third level of appeal for informal dispute resolution.
Minor Bid Item - a single contract item constituting less than 10 percent (10%) of the original
Contract Price bid.
Own Organization - When used in Section 2-3.1 - Employees of the Contractor who are hired,
directed, supervised and paid by the Contractor to accomplish the completion of the Work. Further,
such employees have their employment taxes, State disability insurance payments, State and
Federal income taxes paid and administered, as applicable, by the Contractor. When used in
Section 2-3.1 “own organization” means construction equipment that the Contractor owns or leases
and uses to accomplish the Work. Equipment that is owner operated or leased equipment with an
operator is not part of the Contractor‘s Own Organization and will not be included for the purpose of
compliance with section 2-3.1 of the Standard Specifications and these Supplemental Provisions.
Owner OperatorlLessor - Any person who provides equipment or tools with an operator provided
of the Agency or a public utility.
Public Works Manager - The Construction Manager‘s immediate supervisor and second level of
appeal for informal dispute resolution.
and first level for informal dispute resolution.
Project Inspector - the Engineer’s designated representative for inspection, contract administration
Project Manager - the Deputy City Engineer of the Ci of Carlsbad or hisiher approved
representative.
Construction Manager - the Project Inspector’s immediate supervisor and first level of appeal for
informal dispute resolution.
.- who is employed by neither the Contractor nor a subcontractor and is neither an agent or employee
@Revised: 5/10/00 Contract No. 36752 Page 2 of 33 Pages
- 1-3 ABBREVIATIONS
1-3.2 Common Usage, add the following:
Abbreviation
ADtS
Bldg
CMWD
CSSD
CfS
Comm
DR E
G
gal Gar GNV
gpm IE
CCWD
MSL
MTBM
NCTD OHE
S
ROW
SDNR SDRSD
SFM
SWRCB
T
UE
W
WD
.-. OMWD
Word or Words
Apartment and Apartments
Building and Buildings
Carlsbad Municipal Water District
Carlsbad Supplemental Standard Drawings
Cubic Feet per Second
Commercial
Dimension Ratio
Electric
Gas
Gallon and Gallons
Garage and Garages
Ground Not Visible
gallons per minute
Invert Elevation
Leucadia County Water District Mean Sea Level (see Regional Standard Drawing "12)
Microtunneling Boring Machine
North County Transit District
Overhead Electric
Olivenhain Municipal Water District
Right-of-way
Sewer or Slope, as applicable
San Diego Northern Railway
San Diego Regional Standard Drawings
Sewer Force Main
State Water Resources Control Board
Telephone
Underground Electric
Vallecitos Water District
Water, Wider or Width, as applicable
SECTION 2 - SCOPE AND CONTROL OF THE WORK
2-3 SUBCONTRACTS.
2-3.1 General, add the following: Should the Contractor fail to adhere to the provisions requiring
the Contractor to complete 50 percent of the contract price with its own organization, the Agency may
at its sole discretion elect to cancel the contract or to deduct an amount equal to 10 percent of the
value of the work performed in excess of 50 percent of the contract price by other than the
Contractor's own organization. The Board of Directors shall be the sole body for determination of a
violation of these provisions. In any proceedings under this section, the prime contractor shall be
entitled to a public hearing before the Board of Directors and shall be notified ten (10) days in
advance of the time and location of said hearing. The determination of the Board of Directors shall
be final.
-
GRevised: 5/10/00 Contract No. 36752 Page 3 of 33 Pages
.- 24 CONTRACT BONDS, modify the second sentence of paragraph one as follows: Delete, "who
is listed in the latest version of US. Department of Treasury Circular 570."
Modify Paragraphs three and four to read: The Contractor shall provide a faithful
performancehrvarranty bond and payment bond (labor and materials bond) for this contract. The
faithful performancehrvarranty bond shall be in the amount of 100 percent of the contract price . The
Contractor shall provide bonds to secure payment of laborers and material suppliers, in an amount
equal to:
1) One hundred percent (100%) of the total amount payable bu the terms of the contract when the
2) Fifty percent (50%) of the total amount payable, by the terms of the contract when the total
total amount payable does not exceed five million dollars ($5,000,000.
amount payable is not less than five million dollars ($5,000,000) and does not exceed ten million
dollars ($10,000,000). 3) Twenty-five percent (25%) of the total amount payable be the terms of the contract a the contract
exceeds ten million dollars ($10,000,000).
Both bonds shall extend in full force and effect and be retained by the Agency during this project until
they are released according to the provisions of this section.
The faithful performancehrranty bond will be reduced to 25 percent of the original amount 30 days
warranty period and until all warranty repairs are completed to the satisfaction of the Engineer. The
after recordation of the Notice of Completion and will remain in full force and effect for the one year
days after recordation of the Notice of Completion a all claims have been paid.
bonds to secure payment of laborers and material suppliers shall be released six months plus 30
-- Add the following: All bonds are to be placed with a surety insurance carrier admitted and
authorized to transact the business of insurance in California and whose assets exceed their
liabilities in an amount equal to or in excess of the amount of the bond. The bonds are to contain the
following documents:
1) An original, or a certiied copy, of the unrevoked appointment, power of attorney, by laws, or other
2) A certified copy of the certificate of authority of the insurer issued by the insurance commissioner.
If the bid is accepted, the Agency may require a financial statement of the assets and liabilities of the
execution of the bond. The financial statement shall be made by an officets certificate as defined in
insurer at the end of the quarter calendar year prior to 30 days next preceding the date of the
Section 173 of the Corporations Code. In the case of a foreign insurer, the financial statement may
be verified by the oath of the principal officer or manager residing within the United States.
245 PLANS AND SPECIFICATIONS.
245.1 General, add the following: The specifications for the work include the Standard
Specifications for Public Works Construction, (SSPWC), 2000 Edition and supplements thereto
the Southern California Chapter American Public Works Association and Southern California Districts
hereinafter designated "SSPWC", as written and promulgated by the Joint Cooperative Committee of
Associated General Contractors of California, and as amended by the Supplemental Provisions
section of this contract.
instrument entitling or authorizing the person who executed the bond to do so.
-. The construction plans consist of one set. The plan set is designated as Ci of Carlsbad Drawing
edition of the San Diego Area Regional Standard Drawings, hereinafter designated SDRS, as issued
No. 397-8 and consists of 187 sheets. The standard drawings used for this project are the latest
by the San Diego County Deparhnent of Public
@Revised: 5/10/00 Contract No. 36752 Page 4 of 33 Pages
.- Works, together with the most recent edition of the Carlsbad Municipal Water District Supplemental
Standard Drawings. Copies of some of the pertinent standard drawings are enclosed as an appendix
to these Supplemental Provisions.
2-5.2 Precedence of Contract Documents, these Contract Documents contain two work
components: Work Component 1 and Work Component 2. Each work component includes
construction of certain facilities at the Carlsbad Water Recycling Facility and a separate order of
precedence. The work components are as follows:
Work Component 1
Construction of the Administration Building, Landscaping, Architectural Walls, Canopy Structures,
architecturally treated features, and Electrical Building structure.
Work Component 2
Construction of all other facilities including but not limited to the chemical storage and feed facilities,
microfiltration system, reverse osmosis system, filtration system, chlorine contact basin, thickener,
yard piping, paving and grading, Avenida Encinas Improvements, and electrical and instrumentation.
If there is a conflict between Contract Documents, the document highest in precedence shall control.
The precedence shall be the most recent edition of the following documents listed in order of highest
to lowest precedence:
-. Work Component 1
1) Permits from other agencies as may be required by law.
2) Technical Specification Division 10 and Landscaping Plans
3) Technical Specification (All Divisions except Division IO)
4) Supplemental Provisions.
5) Plans.
6) Standard Plans.
a) City of Carlsbad Supplemental Standard Drawings.
b) Carlsbad Municipal Water District Standard Drawings.
c) City of Carlsbad modifications to the San Diego Area Regional Standard Drawings.
d) San Diego Area Regional Standard Drawings.
5) Standard Specifications for Public Works Construction.
e) State of California Department of Transportation Standard Plans.
6) Reference Specifications. 7) Manufacturer’s Installation Recommendations.
Change Orders, Supplemental Agreements and approve revisions to Plans and Specifications will
take precedence over items 2) through 7) above. Detailed plans and plan views shall have
precedence over general plans.
Work Component 2
2) Technical Specification (All Divisions except Division 10) 1) Permits from other agencies as may be required by law.
4) Supplemental Provisions.
6) Standard Plans.
5) Plans.
- 3) Technical Specification Division 10 and Landscaping Plans
a) City of Carlsbad Supplemental Standard Drawings.
QRevised: 5/10/00 Contract No. 36752 Page 5 of 33 Pages
- b) Carlsbad Municipal Water District Standard Drawings.
c) City of Carlsbad modifications to the San Diego Area Regional Standard Drawings.
d) San Diego Area Regional Standard Drawings. e) State of California Department of Transportation Standard Plans.
7) Standard Specifications for Public Works Construction.
8) Reference Specifications.
Change Orders, Supplemental Agreements and approve revisions to Plans and Specifications will
9) Manufacturer's Installation Recommendations.
take precedence over items 2) through 7) above. Detailed plans and plan views shall have
precedence over general plans.
2-5.2 Precedence of Contract Documents, add the following: Where CALTRANS specifications
are used to modify the SSPWC or added to the SSPWC by any of the contract documents the
CALTRANS specifications shall have precedence only to the materials and construction materials
referred to in the CALTRANS specifications. The Invitation to Bid, Contract for Public Works, Part 1
of these Supplemental Provisions and Part 1 of the SSPWC in the order of precedence in section 2-
5.2 of the SSPWC shall prevail over the CALTRANS specifications in other matters.
2-6.3.3 Submittab, add the following: Each submittal shall be consecutively numbered.
Resubmittals shall be labeled with the number of the original submittal followed by an ascending
alphabetical designation (e.g. The label '4-C' would indicate the third instance that the fourth
submittal has been given to the Engineer). Each sheet of each submittal shall be consecutively
numbered. Each set of shop drawings and submittals shall be accompanied by a letter of transmittal
on the Contractor's letterhead. The Letter of Transmittal shall contain the following:
2) Number of complete sets.
3) Contractor's certification statement.
4) Specification section number@) pertaining to material submitted for review.
6) Description of the contents of the submittals,
5) Submittal number (Submittal numbers shall be consecutive including subsequent submittals
7) Identification of deviations from the contract documents.
When submitted for the Engineer's review, Shop Drawings shall bear the Contractor's certification
that he has reviewed, checked, and approved the Shop Drawings and that they are in conformance
with the requirements of the Contract Documents. The Contractor shall subscribe to and shall place
the following certification on all submittals:
"I hereby certify that the (equipment, material) shown and marked in this submittal is that proposed to
be incorporated into this Project, is in compliance with the Contract Documents, can be installed in
the allocated spaces, and is submitted for approval.
" 1) Project title and Agency contract number.
By: me:
Date:
Company Name:
Add the following:
record set of blue-line prints, which shall be corrected in red daily and show every change from the
original drawings and specifications and the exact "as-built" locations, sizes and kinds of equipment,
underground piping, valves, and all other work not visible at surface grade. Prints for this purpose
QRevised: 5/10/00 Contract No. 36752 Page 6 of 33 Pages
- 26.4 Record Drawings, The Contractor shall provide and keep up-to-date a complete "as-built"
.- may be obtained from the Agency at cost. This set of drawings shall be kept on the job and shall be
used only as a record set and shall be delivered to the Engineer upon completion of the work.
no additional payment will be made therefor.
Payment for performing the work required by section 2-5.4 shall be included in various bid items and
2-9 SURVEYING
2-9.1 Permanent Survey Markers, Delete sections 2-9.1 and replace with the following: The
Contractor shall not cover or disturb permanent survey monuments or benchmarks without the
consent of the Engineer. Where the Engineer concurs, in writing, with the Contractor that protecting
an existing monument in place is impractical, the Contractor shall employ a licensed land surveyor or
a registered civil engineer authorized to practice land surveying within the State of California,
hereinafter surveyor, to establish the location of the monument before it is disturbed. The Contractor
shall have the monument replaced by the surveyor no later than thirty (30) days after construction at
the site of the replacement is completed. The surveyor shall file corner record(@ as required by 55
8772 and 8773, et seq. of the California Business and Professions Code.
When a change is made in the finished elevation of the pavement of any roadway in which a
to the new grade within 7 days of paving unless the Engineer shall approve otherwise. Monument
permanent survey monument is located, the Contractor shall adjust the monument frame and cover
frames and covers shall be protected during street sealing or painting projects or be cleaned to the
satisfaction of the Engineer.
2-9.2 Survey Service, Delete sections 2-9.2 and replace with the following: The Contractor shall
" hire and pay for the services of a surveyor to perform all work necessary for establishing control,
construction staking, records research and all other surveying work necessary to construct the work,
provide surveying services as required herein and provide surveying, drafting and other professional
services required to satisfy the requirements of the Land Surveyors Act. Surveyor shall be resident
on the site during all surveying operations and shall personally supervise and certii the surveying
work.
Add the following section:
2-9.2.1 Submittal of Surveying Data, All surveying data submittals shall conform to the
requirements of section 2-5.3.3, "Submittals", herein. The Contractor shall submit grade sheets to
the Engineer before commencing work in the area affected by the grade sheets. The Contractor shall
submit field notes for all surveying required herein to the Engineer within ten days of performing the
survey. All surveying field notes, grade sheets and survey calculations shall be submitted in bound form on 215mm by 280 mm by 11") paper. The field notes, calculations and data shall be clear
and complete with name of the Surveyor, the party chief, field crew members, preparer of the field
notes or calculations. They shall be annotated with the date of observation or calculation, be
numbered with consecutive page numbers and shall be readable without resort to any electronic aid, computer program or documentation for any computer program. The field notes shall be prepared in
conformance with the CALTRANS "Surveys Manual". The Contractor shall have a Record of Survey
prepared by the Surveyor and file it in conformance with 55 8700 - 8805 of the State of California
required under 55 8762 of the State of California Business and Professions Code and whenever the
Business and Professions Code when the surveyor performs any surveying that such map is
Surveyor shall establish, set or construct any permanent survey monument. SDRS drawing M-10
type monuments, bolts, spikes, leaded tacks and nails (when set in concrete), iron pipes, reinforcing
steel and all monuments and marks that are at, or accessory to, property corners and street
centerlines are permanent survey monuments. The Record of Survey shall show all monuments set,
control monuments used, the basis of bearings and all other data needed to determine the procedure
of survey and the degree of accuracy attained by the field surveying including the unadjusted ratio of
closure. The unadjusted ratio of closure shall not exceed 1 part in 40,000. The record of survey
@Revised: 5/10/00 Contract No. 36752 Page 7 of 33 Pages
-.
-. shall show the location and justification of location of all permanent monuments set and their relation
to the street right-of-way. Record@) of Survey(s) shall be submitted for the Engineer's review and
approval before submittal to the County Surveyor and before submittal to the County Recorder.
Add the following section:
2-9.2.2 Survey Requirements, Stakes shall be set at offsets approved by the Engineer at no
greater intervals than specified in TABLE 2-9.2.2(A) as measured along the project stationing. Stakes
shall be set to show the location and grade of future curbs adjacent to traffic signal locations where
the curb is not being built as a part of this contract. Staking and marking shall be completed by the
Surveyor and inspected and approved by the Engineer before the start of construction in the area
marked. Centerline monument shall have the disk stamped with the date the monument was set and the registration number of the Surveyor. Habitat mitigation sites and other areas to be preserved that
are shown on the plans shall be staked and flagged prior to the start of any other activities within the
limits of the work. When curb and gutter does not exist and is not being installed as a part of the
project the location of adjacent facilities being constructed as a part of the contract the Contractor
shall place stakes defining the horizontal and vertical location of such adjacent utility vaults, poles or
other facilities that are being installed as parts of, or adjunct to, the project either by the Contractor
and/or those noted on the plans as to be installed by others.
TABLE 2-9.2.2(A)
Survey Requirements for Construction Staking
Feature Staked Setting Tolerance Lateral Centerline or Parallel to Centerllm Stake
Description OmtW Spacing 13, D -. Spacing@, D @
Street Centerline
0.3 m (1') Horizontal at clearing line lath - InteNiSible. s 15m (50) on tangents Lath in soil.
section 2-9.2.1 herein
Clearing
7 mm (0.02)
Horizontal, also see centerline and end of curves, only when shown on the Monument on street s300m (1000'). Street Intersections, Begin SDRS "10
plans I painted line I 8 s 7.5177 (25) on curves. Painted like - on PCC 8 AC continuous I surfaces
Stake 8 57.6 m (25)
(constent WNeS when ~t wm (1000') 8 7.5m (25) on Stake
Horizontal
Horizontal
~ ~~ ~
Slope
30 mm (0.1') N/A s 60 m (200') on tangents, s 15m (50) on RP + Marker Fence
30 mm (0.1') Vertical 8 Grade Breaks Intervisible and s 15m (50') RP + Marker
curves when R; 300m (1000') offset) ..
Rough Grade Cuts 30 mm (0.1') Vertical & NIA s 15m (50) RP + Marker
or Fills 2 10 m Stake
,1"\
Horizontal
,*a,
(indudes top of:
10 mm el() Horizontal ~6.7 m (22') s 15 m (50') on tangents & curves when Rt RP + Marker Final Grade
300177 (1000') 8 s 7.5117 (25) on curves when Stake. Blue- & 7 mm ( 1.7 Vertical Basement soil, top in grading R 5 300m (1000') subbase end area base)
Asphan Pavement
EL 7 mm ( 147 Vertical pavement. points shown on the plan whichever provides previous Finish Course 10 mm Horizontal edge of s 7.5117 (25') or as per the intersection grid RP. paint on
course
line 8 grade width, crown paving pass the denser information
breaks
Structures, Pipes Stake
Alignment breaks, Junctions. inlels 8 similar
BC 8 EC of facilities. Grade breaks,
faciiilies. Risers 8 similar faalities (except
plumbing). Skewed cutoff lines
Drainage
FaciliiiesU), a
8 7 mm ( 147 Vertical 8 similar
10 mm TI77 Horizontal as appropriate intervisible 8 s 7.5117 (25), beginning and end, RP + Marker
@Revised: 5110/00 Contract No. 36752 Page 8 of 33 Pages
curb 10 mm c'l!? Horizontal ( constant I; 7.5m (257, BC 8 EC. at XA, 'M 8 %A on RP + Marker
Stake 8 7 mm ( 143 Vertical OW) curb returns 8 at beginning 8 end
Traffic Signal 6I
Controller 8
ultimate alevation of curb and sidewalk
RP + Marker Signal Poles 8
Vertical locations shall be based on the
10 mm (?() Horizontal as appropriate
Stake
at each pole 8 controller location
10 mm ("I() Horizontal as appropriate at each junction box location
Stake
RP + Marker Junction Box 6I
8 7 mm ( /a*) Vertical
8 7 mm ( /a') Vertical
Conduit 8 RP + Marker I; 15 m (50) on tangents 8 curves when R2 as appropriate 10 mm c/o3 Horizontal
Stake 300m (1000') 8 5 7.5m (25') on curves when 8 when depth cannot
existing Davement 7 R 5 300m (lO00') or where grade I; 0.30% be measured from
mm c'i4.) vertical
Minor Structure 61 10 mm ('"93 Horizontal as appropriate for catch basins: at centerline of box, ends of RP + Marker 8 7 mm ( Vertical box 8 wings 8 at each end of the local Stake + Line
Stake (when vertical data depression @ needed)
Abutment Fill 30 mm (0.1') vertical8 as appropriate I; 15 m (50) &along end slopes 8 conic RP + Marker
Stake + Line Horizontal transitions Stake
Wall 0 8 7 mm ('/a") vertical
7 mm ('143 Horizontal a8 appropriate I; 15 m (50) and at beginning 8 end of: each RP +Marker
Stake + Line
chanoes in footing dimensions &/or elevation Point +Guard wall, BC 8 EC, layout line angle points,
Major Structure @
Footings. Bents, 8 7 mm ( /4*) Vertical Engineer, BC 8 EC. transition points 8 at Stake + Line Abutments 8
10 mm c1f) Horizontal as appropriate 3 m to 10 m (10 to 33') as required by the RP + Marker
Winowalls beginning 8 end. Elevation points on footings Point +Guard - - Stake
. Superstructures 8 7 mm ( 1.3 Vertical lines, BC 8 EC, transition points 8 at
10 mm c/() Horizontal as appropriate 3 m to 10 m (10 to 33) sufficient to use string RP
at bottom of columns
beginning 8 end. Elevation points on footings
at bottom of columns
Miscellaneous @
Contour Grading 30 mm (0.1') Vertical 8 along contour I; 15 m (50) RP + Marker - . 6I
8 7 mm ( 143 Vertical 300m (1000) 8 5 7.5171 (25') on curves when Stake
10 mm C/f) Horizontal as appropriate 5 15 m (50) on tangents 8 curves when & RP + Marker Utilities @, @
Horizontal line Stake .,
Channels, Dikes
('/43 vertical Junctions, Inlets 8 similar facilities
30 mm (0.1') as appropriate intervisible 8 s 30 m (loo), BC 8 EC of RP + Marker
R I; 300111 (1OOO') or where grade s 0.30%
8 Ditches 6I Stake Horizontal 8 7 mm facilities, Grade breaks, Alignment breaks,
Signs 6I 30 mm (0.1') Vertical 8 Line point At sign location RP + Marker Stake + Line Point +Guard
Horizont.l
~~~ ~
Stake
Subsurface
Drains 6I as appropriate intervisible 8 I; 15m (W), BC 8 EC of RP + Marker 30 mm (0.1')
Stake facillies. Grade breaks, Alignment breaks,
Junctions, Inlets 8 similar facilities. Risers 8
Horizontal6 7 mm ('/43 Vertical I I I I Overside Drains I RP + Marker I lonoitudinal location I At beoinnino 8 I 30 mm (0.17
similar facilities - 6I Stake - end Horizontel6 7 inm -
Markers 6I 7 mm ('143 Horizontal At marker for asphalt street surfacing I; 15 m (50) on RP + Marker
('147 vertiil
Stake location(s) tangents 8 curves when k 300m (1OOO') 8 I; I I Railings 8 I RP + Marker I At beginning 8 end and s 15 m (50') on I at railing 8 I10 mm (%3 Horizontal
17.5; (25') on curves when R s 3odm (lh). I
I AC Dikes 8 I RP + Marker I At beoinnino 8 end I as aDDroDriata I 30 mm (0.17 I Stake I - - I .. .
Box Culverts I Horizontal ivdrtlcal I 3 m to 10 m (10 to 33') as required by the I as appropriate I10 mm C1s7 Horizontal
*)
WRevised: 5/10100 Contract No. 36752 Page 9 of 33 Pages
.~" beginning 8 end. Elevation points on footings
8 at invert
when R 2 300m (1000) 8 7.5m (25) on
curves when R s 300m (1000') For PCC location@) surfaced streets lane cold joints will suffice
marker
Engineer, BC 8 EC. transition points 8 at 8 7 mm (I/,? Vertical
Pavement
MarkersO
RP 7 mm ('he) Horizontal at pavement 60 m (200') on tangents, 15m (50') on curves
O Staking for feature may be omined when adjacent marker stakes reference the offset and elevation of those features
(D Reference points shall be sufficiently durable and set securely enough to survive with accuracy intact throughout the
installation 8 inspection of the features or adjacent facilities for which they provide control. RP means reference point
for the purposes of this table
and the accuracy requirements of the RP meet the requirements for the feature
UI Perpendicular to centerline.
13 Multi-plane surfaced features shall be staked so as to provide line 8 grade information for each plane of the feature @ Some features are not necessarily parallel to centerline but are referenced thereto
@I 2 means greater than, or equal to, the number following the symbol. 5 means less than, or equal to, the number
@ The cut datum for storm drainage 8 sanitaly sewer pipes 8 similar structures shall be their invert. The cut datum for
following the symbol.
all other utiliiies shall be the top of their pipe or conduit.
All guard stakes, line stakes and lath shall be flagged. Unless otherwise approved by the Engineer
flagging, paint and marking cards shall be the color specified in TABLE 2-9.2.2(6)
TABLE 2-9.2.2(B)
Survey Stake Color Code for Construction Staking
Type of Stake
Horizontal Control
Description
Blue Pipe culverts, junction boxes, droll inlets. headwalls, sewer lines, storm Drainage, Sewer, Curb
White Bridges, sound and retaining walls, box culverts, etc.
grade, etc.
Structure
Yellow Slope. intermediate slope, abutment fill, rough grade, contour grading, final Grading
YellowlBlack Limits of dearing Clearing
Bench marks Vertical Control
alignments, etc. WhiteRed Coordinated wntrol points, control lines, control reference points, centerline.
~ ~ ~~~~~ color
-
Whb/oNW
Add the following section:
2-9.2.3 Payment for Survey, Payment for work performed to satisfy the requirements of Sections
2-9.1 through 2-9.3.2 shall be included in the actual bid items requiring the survey work and no
additional payment will be made. Extension of unit prices for extra work shall include full
for the replacement of disturbed monuments and the filing of comer records shall be incidental to the
compensation for attendant survey work and no additional payment will be made therefor. Payment
work necessitating the disturbance of said monuments and no additional payment will be made
therefor.
2-10 AUTHORITY OF BOARD AND ENGINEER
," Add the following section:
2-10.1 Availability of Records, The Contractor shall, at no charge to the agency, provide copies of all records in the Contractor's or subcontractor's possession pertsining to the work that the
Engineer may request.
@Revised: 5/10/00 Contract No. 36752 Page 10 of 33 Pages
.-
Add the following section:
2-10.2 Audit And Inspection, Contractor agrees to maintain and/or make available, to the
Engineer, within San Diego County, accurate books and accounting records relative to all its
activities and to contractually require all subcontractors to this contract to do the same. The
Engineer shall have the right to monitor, assess, and evaluate Contractor's and its subcontractor's
performance.pursuant to this Agreement, said monitoring, assessments, and evaluations to include,
but not be limited to, audits, inspection of premises, reports, contracts, subcontracts and interviews of
Contractor's staff and the staff of all subcontractors to the contract. At any time during normal
business hours and as often as the Engineer may deem necessary, upon reasonable advance
notice, Contractor shall make available to the Engineer for examination, all of its, and all
subcontractors to this contract, records with respect to all matters covered by this Contract and will
permit the Engineer to audit, examine, copy and make excerpts or transcripts from such data and
records, and to make audits of all invoices, materials, payrolls, records of personnel, and other data
relating to all matters covered by this Contract. However, any such activities shall be carried out in a
manner so as to not unreasonably interfere with Contractor's ongoing business operations.
Contractor and all of its subcontractors to this contract shall maintain such data and records for as
long as may be required by applicable laws and regulations.
SECTION 3 - CHANGES IN WORK
3-3 EXTRA WORK.
3-2.2.1 Contract Unit prices, add the following: In the case of an increase or decrease in
quantity of a minor bid item in excess of 25 percent of the original quantity bid adjustment of contract
unit price for such items will be limited to that portion of the change in excess of 25 percent of the
original quantity listed in the Contractor's bid proposal for this contract. Adjustments in excess of 25
percent may, at the option of the Engineer, be paid pursuant to section 3-3, Extra Work.
3-3.2.2 ( c ) Tool and Equipment Rental, second paragraph, modify as follows: Regardless of ownership, the rates and right-of-way delay factors to be used in determining rental and delay costs
shall be the edition of the, "Labor Surcharge & Equipment Rental Rates" published by CALTRANS,
current at the time of the actual use of the tool or equipment. The right-of-way delay factors therein
shall be used as multipliers of the rental rates for determining the value of costs for delay to the
Contractor and subcontractors, if any. The labor rates published therein are not a part of this
contract.
3-3.2.3 Markup, Delete section 3-3.2.3 from the 1995 and 1996 Supplements to the SSPWC and
replace with the following:
(a) Work by Contractor. The following percentages shall be added to the Contractor's costs
and shall constitute the markup for all overhead and profits:
1) Labor ................................... 20
2) Materials ............................. 15
3) Equipment Rental ................... 15
4) Other Items and Expenditures .. 15
.-
.-
To the sum of the costs and markups provided for in this section, 1 percent shall be added as
m
fSRevised: 5/10/00 Contract No. 36752 Page 11 of 33 Pages
," compensation for bonding.
(b) Work by Subcontractor. When all or any part of the extra work is performed by a
Subcontractor, the markup established in 3-3.2.3(a) shall be applied to the Subcontractor's actual
cost of such work. A markup of 10 percent on the first $5,000 of the subcontracted portion of the
extra work and a markup of 5 percent on work added in excess of $5,000 of the subcontracted
portion of the extra work may be added by the Contractor.
3-3.3 Daily Reports by Contractor, add the following after the second sentence: Payment for
extra work will not be made until such time that the Contractor submits completed daily reports and
all supporting documents to the Engineer.
3-4 CHANGED CONDITIONS. delete the second sentence of paragraph three, delete paragraph
five (9, and add the following: The Contractor shall not be entitled to the payment of any additional
compensation for any act, or failure to act, by the Engineer, including failure or refusal to issue a
change order, or for the happening of any event, thing, occurrence, or other cause, unless the
Contractor shall have first given the Engineer due written notice of potential claim as hereinafter
specified. Compliance with this section shall not be required as a prerequisite to notice provisions in
Section 6-7.3 Contract Time Accounting, nor to any claim that is based on differences in
for changed conditions shall be submitted by the Contractor to the Engineer upon their discovery and
measurement or errors of computation as to contract quantities. The written notice of potential claim
prior to the time that the Contractor performs the work giving rise to the potential claim. The
Contractor's failure to give written notice of potential claim for changed conditions to the agency upon
their discovery and before they are disturbed shall constitute a waiver of all claims in connection - therewith.
The Contractor shall provide the District with a written document containing a description of the
particular circumstances giving rise to the potential claim, the reasons for which the Contractor
working days of the date of service of the written notice of potential claim for changed conditions.
believes additional compensation may be due and nature of any and all costs involved within 20
Verbal notifications are disallowed.
The potential claim shall include the following certification relative to the California False Claims Act,
Government Code Sections 12650-12655.
"The undersigned certifies that the above statements are made in full cognizance of the California
False Claims Act, Government Code sections 12650-12655. The undersigned further understands
and agrees that this potential claim, unless resolved, must be restated as a claim in response to the
City's proposed final estimate in order for it to be further considered."
By: Tale:
Date:
Company Name:
The Contractor's estimate of costs may be updated when actual costs are known. The Contractor
shall submit substantiation of its actual costs to the Engineer within 20 working days after the
affected work is completed. Failure to do so shall be sufficient cause for denial of any claim
"" subsequently filed on the basis of said notice of potential claim.
contract be brought to the attention of the Engineer at the earliest possible time in order that such
It is the intention of this section that differences between the parties arising under and by virtue of the
5/10/00 Contract No. 36752 Page 12 of 33 Pages
matters be settled, if possible, or other appropriate action promptly taken
3-5 DISPUTED WORK. Add the following: The Contractor shall give the agency written notice of
potential claim prior to commencing any disputed work. Failure to give said notice shall constiute a
waiver of all claims in connection therewith.
Delete second sentence of paragraph one and add the following: Prior to proceeding with dispute
resolution pursuant to Public Contract Code (PCC) provisions specified hereinafter, the contractor
shall attempt to resolve all disputes informally through the following dispute resolution chain of
command:
1. Project Inspector
2. Construction Manager
3. Deputy City Engineer
4. City Engineer
5. Public Works Director
6. Executive Manager
The Contractor shall submit a complete report within 20 working days after completion of the
disputed work stating its position on the claim, the contractual basis for the claim, along with all
documentation supporting the costs and all other evidentiary materials. At each level of claim or
appeal of claim the District will, within 10 working days of receipt of said claim or appeal of claim,
review the Contractor's report and respond with a position, request additional information or request
that the Contractor meet and present its report. When additional information or a meeting is
requested the District will provide its position within 10 working days of receipt of said additional
information or Contractor's presentation of its report. The Contractor may appeal each level's position
up to the Executive Manager after which Contractor may proceed under the provisions of the Public
Contract Code.
The authority within the dispute resolution chain of command is limited to recommending a resolution
to a claim to the Executive Manager. Actual approval of the claim is subject to the change order
provisions in the contract.
All claims by the contractor for $375,000 or less shall be resolved in accordance with the procedures
20104) which is set forth below:
in the Public Contract Code, Division 2, Part 3, Chapter I, Article 1.5 (commencing with Section
ARTICLE 1.6 RESOLUTION OF CONSTRUCTION CLAIMS
20104. (a)(l) This article applies to all public works claims of three hundred seventy-five thousand
dollars ($375,000) or less which arise between a contractor and a local agency.
(2) This article shall not apply to any claims resulting from a contract between a contractor and a
(commencing with Section 10240) of Chapter I of Part 2.
public agency when the public agency has elected to resolve any disputes pursuant to Article 7.1
(b)(l) "Public work" has the same meaning as in Sections 3100 and 3106 of the Civil Code, except
that "public work" does not include any work or improvement contracted for by the state or the
(2) "Claim" means a separate demand by the contractor for (A) a time extension, (B) payment of
money or damages arising from work done by, or on behalf of, the contractor pursuant to the contract
for a public work and payment of which is not otherwise expressly provided for or the claimant is not
- Regents of the University of California.
5/10/00 Contract No. 36752 Page 13 of 33 Pages
- otherwise entitled to, or (C) an amount the payment of which is disputed by the local agency.
(c) The provisions of this article or a summary thereof shall be set forth in the plans or specifications
for any work which may give rise to a claim under this article.
(d) This article applies only to contracts entered into on or after January 1, 1991.
20104.2. For any claim subject to this article, the following requirements apply:
(a) The claim shall be in writing and include the documents necessary to substantiate the claim.
Claims must be filed on or before the date of final payment. Nothing in this subdivision is intended to
extend the time limit or supersede notice requirements otherwise provided by contract for the filing of
claims.
(b)(l) For claims of less than fifty thousand dollars ($50,000), the local agency shall respond in
writing to any written claim within 45 days of receipt of the claim, or may request, in writing, within 30
days of receipt of the claim, any additional documentation supporting the claim or relating to
defenses to the claim the local agency may have against the claimant.
(2) If additional information is thereafter required, it shall be requested and provided pursuant to this
subdivision, upon mutual agreement of the local agency and the claimant.
(3) The local agency's written response to the claim, as further documented, shall be submitted to the
claimant within 15 days after receipt of the further documentation or within a period of time no greater
than that taken by the claimant in producing the additional information, whichever is greater.
(c)(l) For claims of over fifty thousand dollars ($50,000) and less than or equal to three hundred
seventy-five thousand dollars ($375,000), the local agency shall respond in writing to all written
the claim, any additional documentation supporting the claim or relating to defenses to the claim the
claims within 60 days of receipt of the claim, or may request, in writing, within 30 days of receipt of
local agency may have against the claimant.
subdivision, upon mutual agreement of the local agency and the claimant.
(3) The local agency's written response to the claim, as further documented, shall be submitted to
the claimant within 30 days after receipt of the further documentation, or within a period of time no
greater than that taken by the claimant in producing the additional information or requested
documentation, whichever is greater.
(d) If the claimant disputes the local agency's written response, or the local agency fails to respond
within the time prescribed, the claimant may so notify the local agency, in writing, either within 15
days of receipt of the local agency's response or within 15 days of the local agency's failure to
respond within the time prescribed, respectively, and demand an informal conference to meet and
confer for settlement of the issues in dispute. Upon a demand, the local agency shall schedule a
meet and confer conference within 30 days for settlement of the dispute.
(e) Following the meet and confer conference, if the claim or any portion remains in dispute, the
claimant may file a claim as provided in Chapter 1 (commencing with Section 900) and Chapter 2
(commencing with Section 910) of Part 3 of Division 3.6 of Tile I of the Government Code. For
shall be tolled from the time the claimant submits his or her written claim pursuant to subdivision (a)
purposes of those provisions, the running of the period of time within which a claim must be filed
time utilized by the meet and confer process.
until the time that claim is denied as a result of the meet and confer process, including any period of
(9 This article does not apply to tort claims and nothing in this article is intended nor shall be
construed to change the time periods for filing tort claims or actions specified by Chapter I
3.6 of Title 1 of the Government Code.
(commencing with Section 900) and Chapter 2 (commencing with Section 910) of Part 3 of Division
20104.4. The following procedures are established for all civil actions filed to resolve claims subject
to this article:
shall submit the matter to nonbinding mediation unless waived by mutual stipulation of both parties.
(a) Within 60 days, but no earlier than 30 days, following the filing or responsive pleadings, the court
The mediation process shall provide for the selection within 15 days by both parties of a disinterested
GRevised: 5/10/00 Contract No. 36752 Page 14 of 33 Pages
- (2) If additional information is thereafter required, itshall be requested and provided pursuant to this
L
- third person as mediator, shall be commenced within 30 days of the submittal, and shall be
extended upon a good cause showing to the court or by stipulation of both parties. If the parties fail to
concluded within 15 days from the commencement of the mediation unless a time requirement is
select a mediator within the 15-day period, any party may petition the court to appoint the mediator.
(b)(l) If the matter remains in dispute, the case shall be submitted to judicial arbitration pursuant to
Chapter 2.5 (commencing with Section 1141.10) of Title 3 of Part 3 of the Code of Civil Procedure,
notwithstanding Section 1141.11 of that code. The Civil Discovery Act of 1986 (Article 3
(commencing with Section 2016) of Chapter 3 of Title 3 of Part 4 of the Code of Civil procedure) shall
apply to any proceeding brought under the subdivision consistent with the rules pertaining to judicial arbitration.
(2) Notwithstanding any other provision of law, upon stipulation of the parties, arbitrators appointed
for purposes of this article shall be experienced in construction law, and, upon stipulation of the
parties, mediators and arbitrators shall be paid necessary and reasonable hourly rates of pay not to
exceed their customary rate, and such fees and expenses shall be paid equally by the parties, except
in the case of arbitration where the arbitrator, for good cause, determines a different division. In no
event shall these fees or expenses be paid by state or county funds.
(3) In addition to Chapter 2.5 (commencing with Section 1141.10) Title 3 of Part 3 of the Code of Civil
obtain a more favorable judgment shall, in addition to payment of costs and fees under that chapter,
Procedure, any party who after receiving an arbitration award requests a trial de novo but does not
pay the attorney's fees of the other party arising out of the trial de novo.
(c) The court may, upon request by any party, order any witnesses to participate in the mediation or
arbitration process.
20104.6. (a) No local agency shall fail to pay money as to any portion of a claim which is undisputed
(b) In any suit filed under Section 20104.4, the local agency shall pay interest at the legal rate on any
arbitration award or judgment. The interest shall begin to accrue on the date the suit is filed in a court
of law.
-. except as otherwise provided in the contract.
SECTION 4 - CONTROL OF MATERIALS
4-1 MATERIALS AND WORKMANSHIP.
4-1.3.1 General, add the following: The Contractor shall provide the Engineer free and safe
access to any and all parts of work at any time. Such free and safe access shall include means of
safe access and egress, ventilation. lighting, shoring, dewatering and all elements pertaining to the
safety of persons as contained in the State of California, California Code of Regulations, Tie 8,
Industrial Relations, Chapter 4, Division of Industrial Safety, Subchapter 4, Construction Safely
Orders and such other safety regulations as may apply. Contractor shall furnish Engineer with such
information as may be necessary to keep the Engineer fully informed regarding progress and
work or materials incorporated in the work shall not relieve Contractor from any obligation to fulfill
manner of work and character of materials. Inspection or testing of the whole or any portion of the
this Contract.
4-1.4 Test of Materials, delete the phrase, "and a reasonable amount of retesting", from the third sentence of the first paragraph.
add the following: Except as specified in these Supplemental Provisions, the Agency will bear the
tests meet or exceed the requirements indicated in the Standard Specifications and the
cost of testing of locally produced materials and/or on-site workmanship where the results of such
Supplemental Provisions. The cost of all other tests shall be borne by the Contractor.
."
QRevised: 5/10/00 Contract No. 36752 Page 15 of 33 Pages
At the option of the Engineer, the source of supply of each of the materials shall be approved by him
before the delivery is started. All materials proposed for use may be inspected or tested at any time
during their preparation and use. If, after incorporating such materials into the Work, it is found that
sources of supply that have been approved do not furnish a uniform product, or if the product from
any source proves unacceptable at any time, the Contractor shall furnish approved material from
other approved sources. If any product proves unacceptable after improper storage, handling or for
any other reason it shall be rejected, not incorporated into the work and shall be removed from the
project site all at the Contractor’s expense.
Compaction tests may be made by the Engineer and all costs for tests that meet or exceed the
requirements of the specifications shall be borne by the Agency. Said tests may be made at any
place along the work as deemed necessary by the Engineer. The costs of any retests made
necessary by noncompliance with the specifications shall be borne by the Contractor.
4-1.6 Trade names or Equals, delete the following phrase: “Unless otherwise authorized by the
Engineer, the substantiation of offers must be submitted within 35 days after the award of Contract.”
add the following: The Contractor is responsible for the satisfactory performance of substituted items. If, in the sole opinion of the Engineer, the substiution is determined to be unsatisfactory in
performance, appearance, durability, compatibility with associated items, availability of repair pa&
and suitability of application the Contractor shall remove the substituted item and replace it with the
originally specified item at no cost to the Agency.
Add the following section:
4-2 MATERIALS TRANSPORTATION, HANDLING 6 STORAGE. The Contractor shall order,
purchase, transport, coordinate delivery, accept delivery. confirm the quality and quality received,
prepare storage area(s), store, handle, protect, move relocate, remove and dispose excess of all
materials used to accomplish the Work. Materials shall be delivered to the site of the work only
during working hours, as defined in section 6-7.2 and shall be accompanied by bills of lading that
shall clearly state for each delivery: the name of the Contractor as consignee, the project name and
number, address of delivery and name of consignor and a description of the material@) shipped.
Prior to storage of any materials which have been shipped to or by the Contractor to any location
within the Agency’s boundaries the Contractor shall provide the Engineer a copy of lease
agreements for each property where such materials are stored. The lease agreement shall clearly
state the term of the lease, the description of materials allowed to be stored and shall provide for the
removal of the materials and restoration of the storage site within the time allowed for the Work. All
such storage shall conform to all laws and ordinances that may pertain to the materials stored and
to preparation of the storage site and the location of the site on which the materials are stored. Loss,
damage or deterioration of all stored materials shall be the Contractor’s responsibility. Conformance
to the requirements of this section, both within and outside the limits of work are a part of the Work.
The Engineer shall have the right to verify the suitability of materials and their proper storage at any
time during the Work.
.-.
SECTION 5 - UTILITIES
54 LOCATION. Add the following: The Agency and affected utility companies have, by a search
.- of known records, endeavored to locate and indicate on the Plans, all utilities which exist within the
limits of the work. However, the accuracy and/or completeness of the nature, sue and/or location of
utilities indicated on the Plans is not guaranteed.
5-4 RELOCATION. Delete the first paragraph and substitute the following: In order to minimize -
WRevised: 5/10/00 Contract No. 36752 Page 16 of 33 Pages
-~ delays to the Contractor caused by the failure of other parties to relocate utilities that interfere with
the construction, the Contractor, upon request to the Engineer, may be permitted to temporarily omit
the portion of work affected by the utility. Such omission shall be for the Contractor's convenience
and no additional compensation will be allowed therefor. The portion thus omitted shall be
constructed by the Contractor immediately following the relocation of the utility involved unless
otherwise directed by the Engineer.
5-6 COOPERATION. Add the following: EXAMPLES OF DESCRIPTIONS OF PHASING OF
WORK 'San Diego Gas 8 Electric (SDG8E) will remove the power poles the undergrounding work on the
north side of the road is completed." Contractor shall coordinate with SDG8E for the removal of the
poles upon completion of the wiring and powering of the new undergrounding by SDGBE.
Contractor shall protect the existing power poles during ajl phases of the contract."
SECTION 6 - PROSECUTION, PROGRESS AND ACCEPTANCE OF THE
WORK
6-1 CONSTRUCTION SCHEDULE AND COMMENCEMENT OF WORK. Delete subsection 6-1
and substitute the following: Except as otherwise provided herein and unless otherwise prohibited
by permits from other agencies as may be required by law the Contractor shall begin work within 7
calendar days after receipt of the "Notice to Proceed.
Add the following section:
6-1.1 PreConstruction Meeting. After, or upon, notification of contract award, the Engineer will
set the time and location for the Preconstruction Meeting. Attendance of the Contractor's
management personnel responsible for the management, administration, and execution of the
project is mandatory for the meeting to be convened. Failure of the Contractor to have the Contractor's responsible project personnel attend the Preconstruction Meeting will be grounds for
default by Contractor per section 6-4. No separate payment will be made for the Contractor's
attendance at the meeting. The notice to proceed will only be issued on or after the completion of
the preconstruction meeting.
Add the following section:
6-1.1.1 Baseline Construction Schedule Submittal. The Contractor shall submit the Baseline
Construction Schedule per the submittal requirements of section 2-5.3. The submittal of the Baseline
Construction Schedule shall include each item and element of sections 6-1.2 through 51.2.9 and
shall be on hard (paper) copy and electronic media conforming to section 6-1.3.3 Electronic Media.
Add the following section:
6-1.2 Preparation and Review of the Baseline Construction Schedule. The Contractor shall
prepare the Baseline Construction Schedule as a Critical Path Method (CPM) Schedule in the
depict a workable plan showing the sequence, duration, and interdependence of all activities
precedence diagram method (activity-on-node) format. The Baseline Construction Schedule shall
required to represent the complete performance of all project work as well as periods where work is
precluded. The Baseline Construction Schedule shall begin with the projected date of issuance of
the notice to proceed and conclude with the date of final completion per the contract duration. The
Baseline Construction Schedule shall include detail of all project phasing, staging, and sequencing,
-.
- including all milestones necessary to define beginning and ending of each phase or stage.
Add the following section:
@Revised: 5/10/00 Contract No. 36752 Page 17 of 33 Pages
6-1.2.1 Time-Scaled Network Diagram. As a part of the Baseline Construction Schedule the
Contractor shall prepare and submit to the Engineer a complete time-scaled network diagram
showing all of the activities, logic relationships, and milestones comprising the schedule.
Add the following section:
6-1.2.2 Tabular Listing. As a part of the Baseline Construction Schedule the Contractor shall
prepare and submit to the Engineer a tabular listing of all of the activities, showing for each activity
the identification number, the description, the duration, the early start, the early finish, the late start,
the late finish, the total float, and all predecessor and successor activities for the activity described.
Add the following section:
6-1.2.3 Bar Chart. As a part of the Baseline Construction Schedule the Contractor shall prepare
and submit to the Engineer a chart showing individual tasks and their durations arranged with the
tasks on the vertical axis and duration on the horizontal axis. The bar chart shall use differing texture
patterns or distinctive line types to show the critical path.
Add the following section:
6-1.2.4 Schedule Software. The Contractor shall use commercially available software equal to
the Windows 95 compatible 'Suretrak" program by Primavera or "Project" program by Microsoff
Corporation to prepare the Baseline Construction Schedule and all updates thereto. The Contractor
shall submit to the Agency a 89 mm (3.5") data disk with all network information contained thereon, in
a format readable by a Microsoft Windows 95 system. The Agency will use a 'Suretrak", "Project" or
equal software program for review of the Contractor's schedule. Should the Contractor elect to use a
scheduling program other than the 'Suretrak" program by Primavera or "Project" program by
Microsoft Corporation the Contractor shall provide the Engineer three copies of the substituted
program that are fully licensed to the Agency and 32 class hours of on-site training by the program
publisher for up to eight Agency staff members. The classes shall be presented on Mondays through
Thursdays, inclusive, between the hours of 8:00 a.m. and 500 p.m. The location dates and times of
the on-site training shall be submitted to the Engineer for approval five working days before the start
Construction Schedule.
of the on-site training. The training shall be completed prior to the submittal of the first Baseline
Add the following section:
6-1.2.6 Schedule Activities. Except for submittal activities, activity durations shall not be shorter
than 1 working day nor longer than 15 working days, unless specifically and individually allowed by
the Engineer. The Baseline Construction Schedule shall include between 100 and 500 activities,
including submittals, interfaces between utility companies and other agencies, project milestones and
equipment and material deliveries. The number of activities will be sufficient, in the judgment of the
Engineer, to communicate the Contractor's plan for project execution, to accurately describe the
project work, and to allow monitoring and evaluation of progress and of time impacts. Each activity's
description shall accurately define the work planned for the activity and each activity shall have recognizable beginning and end points.
Add the following section:
6-1.2.6 Float Float or slack time within the schedule is available without charge or compensation
to whatever party or contingency first exhausts it.
Add the following section:
6-1.2.7 Restraints to Activities. Any submittals, utility interfaces, or any furnishing of Agency
supplied materials, equipment, or services, which may impact any activity's construction shall be
shown as a restraint to those activities. Time periods to accommodate the review and correction of
submittals shall be induded in the schedule.
-
aRevised: 5/10/00 Contract No. 36752 Page 18 of 33 Pages
..- Add the following section: 6-1.2.8 Late Cornpietion. A Baseline Construction Schedule showing a project duration longer
than the specified contract duration will not be acceptable and will be grounds for default by
Contractor, per section 6-4.
Add the following section:
6-1.2.9 Early Completion. The Baseline Construction Schedule will show the Contractor’s plan to
support and maintain the project for the entire contractual timespan of the project. Should the
Contractor propose a project duration shorter than contract duration, a complete Baseline
with all schedule requirements of section 6-1. The Engineer may choose to accept the Contractor’s
Construction Schedule must be submitted, reflecting the shorter duration, in complete accordance
shortened Baseline Construction Schedule is reasonable and the Agency and all other entities,
proposal of a project duration shorter than the duration specified; provided the Agency is satisfied the
public and private, which interface with the project are able to support the provisions of the shortened
Baseline Construction Schedule. The Agency’s acceptance of a shortened duration project will be confirmed through the execution of a contract change order revising the project duration and
implementing all contractual requirements including liquidated damages in accordance with the
revised duration.
Add the following section:
6-1.2.10 Engineer’s Review. The Construction Schedule is subject to the review of the Engineer.
The Engineer’s determination that the Baseline Construction Schedule proposed by the Contractor
complies with the requirements of these special provisions shall be a condition precedent to issuance
of the Notice to Proceed by the Engineer. If the Engineer determines that the Construction Schedule
.- does not meet the requirements of these specifications the Contractor shall correct the Construction
Schedule to meet these specifications and resubmit it to the Engineer. Failure of the Contractor to
obtain the Engineer’s determination that the initial Construction Schedule proposed by the Contractor
complies with the requirements of these special provisions within thirty (30) working days after the
date of the preconstruction meeting shall be grounds for termination of the contract per section 6-4.
Days used by the Engineer to review the initial Construction Schedule will not be included in the 30
working days.
The Engineer will review and return to the Contractor, with any comments, the Baseline Construction
Schedule within 15 working days of submittal. The Baseline Construction Schedule will be returned
marked as per sections 6-1.2.10.1 through 6-1.2.10.3.
Add the following section:
6-1.2.10.1 “Accepted.” The Contractor may proceed with the project work upon issuance of the
Notice to Proceed, and will receive payment for the schedule in accordance with section 6-1.8.1.
Add the following section:
6-1.2.10.2 “Accepted with Comments.” The Contractor may proceed with the project work upon
issuance of the Notice to Proceed. The Contractor must resubmit the schedule incorporating the comments prior to receipt of payment per section 6-1.8.1.
Add the following section:
6-1.2.10.3 “Not Accepted.” The Contractor must resubmit the schedule incorporating the
corrections and changes of the comments prior to receipt of payment per section 6-1 B.1. The Notice
to Proceed will not be issued by the Engineer if the changes of the comments are not submitted as
required hereinbefore and marked “Accepted“ or “Accepted with Comments” by the Engineer. The
Contractor, at the sole option of the Engineer, may be considered as having defaulted the contract
under the provisions of section 64 DEFAULT BY CONTRACTOR if the changes of the comments are not submitted as required hereinbefore and marked ‘Accepted” by the Engineer.
QRevised: 5/10/00 Contract No. 36752 Page I9 of 33 Pages
,- .
Add the following section:
6-1.3 Preparation of Schedule Updates and Revisions. The Contractor shall meet with the
Engineer during the last week of each month to agree upon each activity's schedule status and shall
submit monthly updates of the Baseline Construction Schedule confirming the agreements no later
than the fifth working day of the following month. The monthly update will be submitted on hard
(paper) copy and electronic media conforming to section 6-1.3.3 Electronic Media per the submittal
requirements of section 2-5.3 and will include each item and element of sections 6-1.2 through 6-
1.2.9 and 6-1.3.1 through 6-1.3.7.
Add the following section:
6-1.3.1 Actual Activity Dates. The actual dates each activity was started and/or completed during
the month. After first reporting an actual date, the Contractor shall not change that actual date in
later updates without specific notification to the Engineer with the update.
Add the following section:
6-1.3.2 Activity Percent Complete. For each activity underway at the end of the month, the
Contractor shall report the percentage determined by the Engineer as complete for the activity.
Add the following section:
6-1.3.3 Electronic Media. The schedule data disk shall be a 3'12" high density diskette, labelled
with the project name and number, the Contractor's name and the date of preparation of the
schedule data disk. The schedule data disk shall be readable by the software specified in section 6-
1.2.2 Schedule Software and shall be free of file locking, encryption or any other protocol that would - impede full access of all data stored on it.
Add the following section:
6-1.3.4 List of Changes. A list of all changes made to the activities or to the interconnecting logic,
with an explanation for each change.
Add the following section:
6-1.3.5 Change Orders, Each monthly update will include the addition of the network revisions
reflecting the change orders approved in the previous month. The network revisions will be as
agreed upon during the review and acceptance of the Contractor's change orders.
Add the following section:
6-1.3.6 Bar Chart Each monthly update will include a chart showing individual tasks and their
durations arranged with the tasks on the vertical axis and duration on the horizontal axis. The bar
chart shall use differing texture patterns or distinctive line types to show the critical path.
Add the following section:
6-1.4 Engineer's Review of Updated Construction Schedule. The Engineer will review and
return the Updated Construction Schedule to the Contractor, with any comments, within 5 working
days of submittal. The Updated Construction Schedule will be returned marked as per sections 6-
1.4.1 through 6-1.4.3. Any Updated Construction Schedule marked "Accepted with Comments" or
"Not Accepted" by the Engineer will be returned to the Contractor for correction. Upon resubmittal the
Engineer will review and return the resubmitted Updated Construction Schedule to the Contractor, with any comments, within 5 working days. Failure of the Contractor to submit a monthly updated
.- construction schedule will invoke the same consequences as the Engineer returning a monthly updated construction schedule marked "Not Accepted".
Add the following section:
@Revised: 5/10/00 Contract No. 36752 Page 20 of 33 Pages
-- 6-1.4.1 “Accepted.” The Contractor may proceed with the project work, and will receive payment
for the schedule in accordance with section 6-1.8.2.
Add the following section:
6-1.4.2 “Accepted with Comments.” The Contractor may proceed with the project work. The
Contractor must resubmit the Updated Construction Schedule to the Engineer incorporating the
corrections and changes noted in the Engineer’s comments prior to receipt of payment per section
6-1.8.2.
Add the following section:
6-1.4.3 “Not Accepted.” The Contractor must resubmit the Updated Construction Schedule to the
Engineer incorporating the corrections and changes noted in the Engineer’s comments prior to
receipt of payment per section 6-1.8.2. The Contractor, at the sole option of the Engineer, may be
considered as having defaulted the contract under the provisions of section 6-4 .DEFAULT BY
CONTRACTOR if the changes of the comments are not submitted and marked “Accepted“ by the
Engineer before the last day of the month in which the Updated Construction Schedule is due. If the
Contractor fails to submit the corrected Updated Construction Schedule as required herein the
Contractor may elect to proceed with the project at its own risk. Should the Contractor elect not to
proceed with the project, any resulting delay, impact, or disruption to the project will be the
Contractor’s responsibility.
Add the following section:
64.5 Late Completion or Milestone Dates. Should the Schedule Update indicate a completion or contractually required milestone date later than the properly adjusted contract or milestone
duration, the Agency may withhold Liquidated Damages for the number of days late. Should a
subsequent “Accepted“ Schedule Update remove all or a portion of the delay, all or the allocated
portion of the previously held Liquidated Damages shall be released in the monthly payment to the
Contractor immediately following the “Accepted“ schedule.
Add the following section:
6-1.6 Interim Revisions. Should the actual or projected progress of the work become
substantially different from that depicted in the Project Schedule, independently of and prior to the
next monthly update, the Contractor will submit a revised Baseline Construction Schedule, with a list
and explanation of each change made to the schedule. The Revised Construction Schedule will be submitted per the submittal requirements of section 2-5.3 and per the schedule review and
acceptance requirements of section 6-1, including but not limited to the acceptance and payment
provisions.
Add the following section:
6-1.7 Final Schedule Update. The Contractor shall prepare and submit a final schedule update
when one hundred percent of the construction work is completed. The Contractor’s Final Schedule
Update must accurately represent the actual dates for all activities. The final schedule update shall
6-1. 4 Engineer’s Review of Updated Construction Schedule. Acceptance of the final schedule
be prepared and reviewed per sections 6-1.3 Preparation of Schedule Updates and Revisions and
update is required for completion of the project and release of any and all funds retained per section
9-3.2.
Add the following section:
61.8 Measurement and Payment. Construction Schedule will be paid for at the stipulated lump
sum price of ffteen thousand two hundred dollars ($I 5,000.00). The stipulated lump sum price paid
for Construction Schedule shall include full compensation for furnishing all labor, materials including, but not limited to, the computer hardware and software, tools, equipment, and incidentals; and for
doing all the work involved in attending meetings, preparing, furnishing, updating, revising the
aRevised: 5/10/00 Contract No. 36752 Page 21 of 33 Pages
,-
tabular, bar and flow chart Construction Schedules and narrative reports required by these special
provisions and as directed by the Engineer. The Engineer's determination that each and any
construction schedule proposed by the Contractor complies with the requirements of these special
provisions shall be precedent to each and any payment for the Construction Schedule. Payments for
Construction Schedule will be made as per sections 6-1.8.1 through 6-1.8.3.
Add the following section:
6-1.8.1 Initial Payment. Seven thousand two hundred dollars ($7,200.00) of the stipulated lump
sum bid for the Construction Schedule will be made when the Engineer has accepted a Construction
Schedule for this project
Add the following section:
6-1.8.2 Monthly Updated Construction Schedule Payments. Monthly Updated Construction
Schedule Payments of three hundred sixty dollars ($360.00) will be made subsequent to the initial
payment for the Construction Schedule for each monthly Construction Schedule, updated as
required herein, that the Engineer has accepted as sufficient within the month that the monthly
progress payment pertains. No payment shall be made, nor shall any payment accrue, for any
monthly updated construction schedule that is not marked "Accepted" by the Engineer on or before
the twentieth working day of the month such monthly updated construction schedule is due per
section 6-1.3 Preparation of Schedule Updates and Revisions. The sum of the amounts paid for
Construction Schedule during the initial and subsequent payment periods, or extensions to the
contract, shall not exceed the stipulated lump sum price for Construction Schedule.
Add the following section:
6-1.8.3 Concluding Payment A Final payment of one thousand five hundred and twenty dollars
($1,520.00) for the Construction Schedule will be made when both one hundred percent of the
contract work is completed and the Engineer has accepted a final construction schedule update
prepared and submitted by the Contractor as required herein that shows the actual beginning and
- ending dates and all other data that is required for baseline and update schedules for each activity
shown on the baseline construction schedule and updates thereto that the Engineer accepted for this
project.
-
Add the following section:
6-1.1 Measurement And Payment Of Construction Schedule. The Contractor's preparation,
revision and maintenance of the Construction Schedule are incidental to the work and no separate
payment will be made therefor.
6-2 PROSECUTION OF WORK.
Add the following section:
6-2.1 Order of Work. The work to be done shall consist of furnishing all labor, equipment and
materials, and performing all operations necessary to complete the Project Work as shown on the
Project Plans and as specified in the Specifications. The work includes construction of the Carlsbad
Water Recycling Facility at
Add the following section:
6-2.3 Project Meetings. The Engineer will establish the time and location of weekly Project
Meetings. Each Project Meeting shall be attended by the Contractor's Representative. The Project
Representative shall be the individual determined under section 7-6, "The Contractor's
Representative". SSPWC. No separate payment for attendance of the Contractor, the Contractor's
meetings will be made.
Representative or any other employee or subcontractor or subcontractor's employee at these
@Revised: 5/10/00 Contract No. 36752 Page 22 of 33 Pages
" 6-6 DELAYS AND EXTENSIONS OF TIME.
6-6.4 Written Notice and Report. Modify as follows: The Contractor shall provide written notice
to the Engineer within two hours of the beginning of any period that the Contractor has placed any
workers or equipment on standby for any reason that the Contractor has determined to be caused by
the Agency or by any organization that the Agency may otherwise be obligated by. The Contractor
shall provide continuing daily written notice to the Engineer, each working day, throughout the
duration of such period of delay. The initial and continuing written notices shall include the
classification of each workman and supervisor and the make and model of each piece of equipment
placed on standby, the cumulative duration of the standby, the Contractor's opinion of the cause of
the delay and a cogent explanation of why the Contractor could not avoid the delay by reasonable
means. Should the Contractor fail to provide the notice(s) required by this section the Contractor
agrees that no delay has occurred and that it will not submit any claim(s) therefor.
6-7 TIME OF COMPLETION. Add the following: The Contractor shall diligently prosecute the
work to completion within 360 working days after the starting date specified in the Notice to
Proceed.
6-7.2 Working Day. Add the following: Unless otherwise approved in writing by the Engineer, the
hours of work shall be between the hours of 7:OO a.m. and 4:OO p.m. on Mondays through Fridays,
excluding Agency holidays. The Contractor shall obtain the written approval of the Engineer if the
Contractor desires to work outside said hours or at any time during weekends and/or holidays. This written permission must be obtained at least 48 hours prior to such work The Engineer may approve
work outside the hours andlor days stated herein when, in higher sole opinion, such work conducted
by the Contractor is beneficial to the best interests of the Agency. The Contractor shall pay the
inspection costs of such work.
6-8 COMPLETION AND ACCEPTANCE. Delete the second paragraph and add the following:
The Engineer will not accept the Work or any portion of the Work before all of the Work is
completed and all outstanding deficiencies that may exist are corrected by the Contractor and the Engineer is satisfied that all the materials and workmanship, and all other features of the Work,
meet the requirements of all of the specifications for the Work. Use, temporary, interim or
permanent, of all, or portions of, the Work does not constitute acceptance of the Work. If, in the
Engineer's judgment, the Work has been completed and is ready for acceptance the Engineer will
so certify to the Board. Upon such certification by the Engineer the Board may accept the
completed Work. Upon the Board's acceptance of the Work the Engineer will cause a "Notice of
Completion" to be filed in the office of the San Diego County Recorder. The date of recordation
shall be the date of completion of the Work.
Delete the first sentence of the third paragraph and substitute the following two sentences: All work shall be warranted for one (1) year after recordation of the "Notice of Completion" and any
faulty work or materials discovered during the warranty period shall be repaired or replaced by the
Contractor, at its expense. Twenty-five percent of the faithful performance bond shall be retained as
a warranty bond for the one year warranty period.
6-9 LIQUIDATED DAMAGES. Modify the last sentence of the first paragraph and the first sentence
of the second paragraph and add the following: For each consecutive calendar day in excess of the
the Agency, or have withheld monies due it, the sum of Five Hundred Dollars ($500.00).
time specified for completion of Work, as adjusted in accordance with 6-6, the Contractor shall pay
Execution of the Contract shall Constitute agreement by the Agency and Contractor that $500 per day
is the minimum value of costs and actual damages caused by the Contractor to complete the Work
within the allotted time. Any progress payments made after the specified completion date shall not
@Revised: 5/10/00 Contract No. 36752 Page 23 of 33 Pages
.- constitute a waiver of this paragraph or of any damages.
SECTION 7 -- RESPONSIBILITIES of the CONTRACTOR
7-3 LIABILITY INSURANCE. Add the following: All insurance is to be placed with insurers that
have a rating in Best's Key Rating Guide of at least A-:V and are admitted and authorized to conduct
business in the state of California and are listed in the official publication of the Department of
Insurance of the State of California.
74 WORKERS COMPENSATION INSURANCE. Add the following: All insurance is to be placed
with insurers that are admitted and authorized to conduct business in the state of California and are
listed in the official publication of the Department of Insurance of the State of California. Policies
issued by the State Compensation Fund meet the requirement for workers' compensation insurance.
76 PERMITS. Delete the first sentence and add the following four sentences: Except as
specified herein the agency will obtain, at no cost to the Contractor, all encroachment, right-of-way,
grading, resource agency and building permits necessary to perform work for this contract on Agency
Contractor shall not begin work until all permits incidental to the work are obtained. The Contractor property, in streets, highways (except State highway right-of-way), railways or other rights-of-way.
shall obtain and pay for all permits for the disposal of all materials removed from the project. The
cost of said permit&) shall be included in the price bid for the appropriate bid item and no additional
compensation will be allowed therefor.
Add the following section:
'A' of these special provisions. Resource agency permits pertaining to this project include:
1) Conditional Use Permit, permit number CUP 99-23 issued on 8/15/01.
2) Coastal Development Penit, permit number CDP 99-45 issued on 8/15/01.
-. 7-5.1 Resource Agency Permits. Resource agency permits for the Work are included in Appendix
7-7 COOPERATION AND COLLATERAL WORK.
Add the following section:
7-7.1 Coordination. The Contractor shall coordinate and cooperate with all the utili companies
during the relocation or construction of their lines. The Contractor may be granted a time extension
if, in the opinion of the Engineer, a delay is caused by the utility company. No additional
compensation will be made to the Contractor for any such delay.
7-8 PROJECT SITE MAINTENANCE.
7-8.1 Cleanup and Dust Control. Add the following: Cleanup and dust control required herein
shall also be executed on weekends and other non-working days when needed to preserve the
health safety or welfare of the public. The Contractor shall conduct effective cleanup and dust
control throughout the duration of the Contract. The Engineer may require increased levels of
and welfare of the public. Cleanup and dust control shall be considered incidental to the items of
cleanup and dust control that, in hisher sole discretion, are necessary to preserve the health, safety
work that they are associated with and no additional payment will be made therefor.
78.6 Temporary Light Power and Water. Add the following: The Contractor shall obtain a
construction meter for water used for the construction, plant establishment, maintenance, cleanup,
testing and all other work requiring water related to this contract. The Contractor shall contact the
appropriate water agency for requirements.
%vised: 5/10/00 Contract No. 36752 Page 24 of 33 Pages
". appropriate water agency for requirements
The Contractor shall pay all costs of temporary light, power and water including hookup, service,
meter and any, and all, other charges, deposits and/or fees therefor. Said costs shall be considered
incidental to the items of work that they are associated with and no additional payment will be made
therefor.
7-8.6 Water Pollution Control, Add the following: The Contractor shall comply with all
requirements of the storm water pollution and monitoring plan prepared for this project
Add the following section:
7-8.8 Noise Control. All internal combustion engines used in the construction shall be equipped
with mufflers in good repair when in use on the project with special attention to the City Noise Control
Ordinance, Carlsbad Municipal Code Chapter 8.48.
7-10 PUBLIC CONVENIENCE AND SAFETY.
7-10.1 Traffic and Access. add the following: The Contractor shall schedule the work so as to
prevent damage by all traffic, including but not limited to mail delivery. The Contractor shall not
schedule work so as to conflict with trash pickup. The trash hauling schedule can be obtained by
calling the City's contracted waste disposal company, Coast Waste Management at 929-9417.
During overlay operations, the Contractors schedule for overlay application shall be designated to
provide residents and business owners whose streets are to be overlaid sufficient paved parking
within an 800 foot distance from their homes or businesses.
Seventy two hours prior to the start of any construction in the public right-of-way that affects vehicular
traffic and/or parking or pedestrian routes, the Contractor shall give written notification of the
impending disruption. For a full street closure, all residences and/or businesses on the affected
street or alley shall be notified. For partial street closures, or curb, sidewalk and driveway repairs, the
residences and/or businesses directly affected by the work shall be notified.
The notification shall be hand delivered and shall state the date and time the work will begin and its
anticipated duration. The notification shall list two telephone numbers that may be called to obtain
additional information. One number shall be the Contractor's permanent office or field office and the
other number shall be a 24 hour number answered by someone who is knowledgeable about the
project. At least one of the phone numbers shall be in the (760) area code. An answering machine
shall not be connected to either number. The notication shall also give a brief description of the
work and simple instructions to the home or business owner on what they need to do to facilitate the
construction. The Contractor shall submit the contents of the notification to the Engineer for
approval. Notices shall not be distributed until approved by the Engineer.
For residences, the notification shall be precut in a manner that enables it to be affixed to a
doorknob without adhesives. It shall be a minimum size of 3-1D inches by 8-lQ inches and shall be
brightly colored with contrasting printing. The material shall be equivalent in strength and durabili to
65 Ib. card stock. The printing on the notice shall be no smaller than 12 point, An example of such
notice is provided in Appendix "A".
In addition to the notifications, the contractor shall post no parking signs 48 hours in advance of the
duration not to exceed the time necessary to complete the work at that location. Failure of the
the rescheduled work. If the work is delayed or rescheduled the no parking signs shall be removed
contractor to meet the posted date requires re-posting the no parking signs 48 hours in advance of
and re-posted 48 hours in advance of the rescheduled work.
-.
-. work being performed. The no parking signs shall state the date and time of parking restriction for a
QRevised: 5/10/00 Contract No. 36752 Page 25 of 33 Pages
-
The preparation, materials, printing and distribution of the notifications shall be included in the
contract price bid for traffic control and the Contractor will not be entitled to any additional
compensation for printing and distributing these notices.
7-10.3 Street Closures, Detours, Barricades. Modify the second paragraph as follows: At least 5
working days prior to closing, detouring, partially closing or reopening any street, alley or other public
thoroughfare the Contractor shall notify the following:
1) The Engineer ...................................................................................... (760) 602-2407
2) Carlsbad Fire Department Dispatch .................................................. (760) 931-2197 3) Carlsbad Police Department Dispatch .............................................. (769) 931-2197
4) Carlsbad Traffic Signals Maintenance ............................................... (760) 438-2980
5) Carlsbad Traffic Signals Operations .................................................. (760) 438-2980
6) North County Transit District .............................................................. (760) 967-2828
7) Coast Waste Management ................................................................ (760) 929-9400
7-10.3 Street Closures, Detours, Barricades. Add the following: Traffic controls shall be in
accordance with the plans, Chapter 5 of the California Department of Transportation “Manual of
Traffic Controls,” 1996 edition and these Supplemental Provisions. If any component in the traffic
control system is damaged, displaced, or ceases to operate or function as specified, from any causa,
during the progress of the work, the Contractor shall immediately repair said component to its original
condition or replace said component and shall restore the component to its original location. In the
event that the Contractor fails to install and/or maintain barricades or such other traffic signs,
install the traffic signs, markings, delineation or devices and charge the Contractor twenty dollars
($20.00) per day per traffic sign or device, or the actual cost of providing such traffic control facility,
whichever is the greater.
Add the following section:
7-10.3.1 Construction Area Signs and Control Devices. All construction traffic signs and control
devices shall be maintained throughout the duration of work in good order and according to the
approved traffic control plan. All construction area signs shall conform to the provisions of section
206-7.2 et seq. All temporary reflective pavement markers shall conform to the provisions of section
214-5.l.et seq. All temporary reflective channeliiers shall conform to the provisions of section 214-
5.2 et seq. All paint for temporary traffic striping, pavement marking, and curb marking shall conform
to the provisions of section 210-1.6 et seq. except that all temporary paint shall be rapid dry water
borne conforming to section 210-1.6 for materials and section 310-5 et seq. For workmanship.
Warning and advisory signs, lights and devices installed or placed to provide traffic control, direction
and/or warning shall be furnished, installed and maintained by the Contractor. Warning and advisory
signs, lights and devices shall be promptly removed by the Contractor when no longer required.
Warning and advisory signs that remain in place overnight shall be stationary mounted signs.
Stationary signs that warn of non-existent conditions shall be removed from the traveled way and
from the view of motorists in the traveled way or shielded from the view of the traveling public during
such periods that their message does not pertain to existing conditions. Care shall be used in
performing excavation for signs in order to protect underground facilities. All excavation required to
install stationary construction area signs shall be performed by hand methods without the use of
power equipment. Warning and advisory signs that are used only during working hours may be
the traveling public during non-working hours. During the hours of darkness, as defined in Division 1,
portable signs. Portable signs shall be removed from the traveled way and shielded from the view of
Section 280, of the California Vehicle Code, portable signs shall be illuminated or, at the option of the
Contractor, shall be in conformance with the provisions in section 206-7.2 et seq. If illuminated traffic
cones rather than post-type delineators are used during the hours of darkness, they shall be axed
@Revised: 5/10/00 Contract No. 36752 Page 26 of 33 Pages
~.. markings, delineation or devices as may be required herein, the Engineer may, at hisher sole option,
”
_. or covered with reflective cone sleeves as specified in CALTRANS "Standard Specifications", except
the sleeves shall be 180 mm (7") long. Personal vehicles of the Contractor's employees shall not be
parked within the traveled way, including any section closed to public traffic. Whenever the Contractor's vehicles or equipment are parked on the shoulder within 1.8 m (6) of a traffic lane, the
shoulder area shall be closed with fluorescent traffic cones or portable delineators placed on a taper
in advance of the parked vehicles or equipment and along the edge of the pavement at 7.6 m (25)
intervals to a point not less than 7.6 m (25') past the last vehicle or piece of equipment. A minimum
of nine (9) cones or portable delineators shall be used for the taper. A C23 (Road Work Ahead) or
C24 (Shoulder Work Ahead) sign shall be mounted, as required herein, on a sign post or telescoping
flag tree with flags. The sign post or flag tree shall be placed where directed by the Engineer.
Add the following section:
7-10.3.2 Maintaining Traffic. The Contractor's personnel shall not work closer than 1.8 m (6), nor
operate equipment within 0.6 m (2') from any traffic lane occupied by traffic. For equipment the 0.6 m
and/or maneuvered in performing the work. This requirement may be waived when the Engineer has
(2') shall be measured from the closest approach of any part of the equipment as it is operated
given written authorization to the reduction in clearance that is specific to the time, duration and
location of such waiver, when such reduction is shown on the traffic control plans included in these
contract documents, when such reduction is shown on the traffic control plans prepared by the
Contractor and approved by the Engineer or for the work of installing, maintaining and removing
traffic control devices. As a condition of such waiver the Engineer may require the Contractor to
detour traffic, adjust the width of, or realign the adjacent traffic lane, close the adjacent traffic lane or
provide barriers.
- During the entire construction, a minimum of (insert appropriate number of lanes) paved traffic lanes,
traffic in each direction of travel.
not less than (insert appropriate minimum lane width 3.6m (12')) wide, shall be open for use by public
Add the following section:
7-10.3.3 Traffic Control System for Lane Closure. A traffic control system consists of closing
traffic lanes or pedestrian walkways in accordance with the details shown on the plans, CALTRANS
"Manual of Traffic Control", latest edition (english units) and provisions under "Maintaining Traffic" elsewhere in these Supplemental Provisions. The provisions in this section will not relieve the
Contractor from its responsibility to provide such additional devices or take such measures as may
be necessary to maintain public safety.
When lanes are closed for only the duration of work periods, all components of the traffic control
traveled way, shall be removed from the traveled way and shoulder at the end work period. If the
system, except portable delineators placed along open trenches or excavation adjacent to the
Contractor so elects, said components may be stored at selected central locations, approved by the
Engineer, within the limits of the right-of-way.
Add the following section:
7-10.3.4 Traffic Control for Permanent and Temporary Traffic Striping. During traffic stripe
for Lane Closure" of these $upplemental Provisions or by use of an alternative traffic control plan
operations, traffic shall be controlled with lane closures, as provided for under 'Traffic Control system
proposed by the Contractor and approved by the Engineer. The Contractor shall not stad traffic
striping operations using an alternative plan until he has submitted its plan to the Engineer and has
received the Engineer's written approval of said plan.
Add the following section:
7-10.33 Temporary Pavement Delineation. Temporary pavement delineation shall be furnished,
placed, maintained and removed in accordance with the minimum standards specified in Chapter 5
.-
QRevised: 5/10/00 Contract No. 36752 Page 27 of 33 Pages
.- of the "Traffic Manual", 1996 edition published by CALTRANS. Whenever the work causes
obliteration of pavement delineation, temporary or permanent pavement delineation shall be in place
prior to opening the traveled way to public traffic. Lane line or centerline pavement delineation shall
be provided at all times for traveled ways open to public traffic. All work necessary, including any
required lines or marks, to establish the alignment of temporary pavement delineation shall be
performed by the Contractor. When temporary pavement delineation is removed, all lines and marks
used to establish the alignment of the temporary pavement delineation shall be removed by grinding.
Surfaces to receive temporary pavement delineation shall be dry and free of dirt and loose material.
Temporary pavement delineation shall not be applied over existing pavement delineation or other
temporary pavement delineation. Temporary pavement delineation shall be maintained until
superseded or replaced with permanent pavement delineation.
Temporary pavement delineation shall be removed when, as determined by the. Engineer, the
temporary pavement delineation conflicts with the permanent pavement delineation or with a new
traffic pattern for the area and is no longer required for the direction of public traffic. When temporary
of the temporary pavement delineation shall be removed. pavement delineation is required to be removed, all lines and marks used to establish the alignment
Add the following section:
7-10.3.6 Preparation of New, or Modifications and Additions to Existing, Trafflc Control Plan
Sheets. The Contractor shall prepare traffic control for the project in accordance with the Contract
Documents. In addition to the requirements presented in the Contract Documents, the traffic control
plans shall include: 1) K-rail along new widened roadway section with temporary removal of existing
2) cone delineation in area of pipeline installation.
If no traffic control plans (TCP) or Traffic Control Staging plans (TCP) are included in the project
plans, or if the Contractor elects to modify TCP included in the project plans, the Contractor shall
have such new or modified TCP prepared and submitted as a part of the Work for any and all
construction activities that are located within the traveled way. The Contractor shall have TCP
prepared and submitted as a part of the Work for any construction activities that are a part of this
project that are not included in the project plans. The Contractor must submit the TCP for the
Engineer's review in conformance with the requirements of section 2-5.3, et seq. and obtain the
specified in section 2-5.3.1 for shop drawings and submittals shall pertain to each submittal of TCP,
Engineer's approval of the TCP prior to implementing them. The minimum 20 day review period
new, modified or added to, for the Engineer's review. New or revised TCP submittals shall include
all TCP needed for the entire duration of the Work. Each phase of the TCP shall be shown in
features affecting the traffic control plan and the methodology proposed to transition to the
sufficient scale and detail to show the lane widths, transition lengths, curve radii, stationing of
subsequent TCP phase. When the vertical alignment of the traveled surface differs from the finished
pavement elevation vertical curves must also be shown. The level of detail, format, and graphics
shall be of quality and sue no less than those on 'Standard Specifications Reference Traffic Control
Plan" Drawing number 368-5 Such modifications, supplements and/or new design of TCP shall meet the requirements of the Engineer and of the "MANUAL OF TRAFFIC CONTROLS, 1996 Edition as
published by the State of California Department of Transportation. Such modification, addition,
supplement, and/or new design of TCP shall be prepared by a registered professional engineer
appropriately registered in the State of California. The Engineer shall be the sole judge of the
suitability and quality of any such modifications, supplements, and/or new designs to TCP. The
Engineer may approve any such modifications, supplements, and/or new designs to the TCP when,
in the Engineer's sole opinion, such modifications, supplements, and/or new designs to the TCP
prepared by the registered professional engineer retained by the Contractor will be beneficial to the
best interests of the Agency. Such modification, addition, supplement, and/or new design shall not be
implemented and no work shall be commenced that is contingent on such approval until the changed
- roadway striping along Avenida Encinas and installation of new temporary striping for traffic routing,
-~
aRevised: 5/10/00 Contract No. 36752 Page 28 of 33 Pages
~- TCP are approved by the Engineer. The preparation of such modification, addition, supplement,
and/or new designs of TCP shall not presuppose their approval or obligate the Agency in any
fashion. Submittal and review requirements for such modifications, supplements, and/or new
designs to TCP shall conform to the requirements of section 2-5.3 Shop Drawings and Submittals.
Add the following section:
7-10.3.7 Payment.
The Contractor shall provide traffic control at the contract lump sum price bid. The contract lump sum
price paid for "traffic control" shall include full compensation for furnishing all labor (including flagging
costs), materials (including signs), tools, equipment and incidentals, and for doing all the work
involved in preparation, reproduction and changing of traffic control plans, placing, applying traffic
stripes and pavement markers with bituminous adhesive, removing, storing, maintaining, moving to new locations, replacing, and disposing of the components of the traffic control system as shown on
the plans and approved additions and modifications, as specified in these special provisions, and as
directed by the Engineer. All expenses and time to prepare and review modifications, additions,
supplements and/or new TCP designs shall be included in the lump sum bid for traffic control and no
additional payment will be made therefor. Flagging costs will be paid for as a part of the Lump Sum
Amount for "Traffic Control." The cost of labor and material for portable concrete barriers will be paid
for at the unit price bid. When there is no bid item for the cost of labor and material for portable
concrete barriers, they will be paid as an incidental to the work being performed, and no additional
payment will be made therefor. Progress payments for "Traffic Control" will be based on the
percentage of the improvement work completed.
.- The Contractor shall prepare and correct TCP and shall furnish all labor and materials to perform,
associated and no other compensation will be allowed therefor. install, maintain, replace and remove all traffic control as incidentals to the work with which they are
Add the following section:
7-10.4.4 Safety and Protection of Workers and Public. The Contractor shall take all- necessary
precautions for the safety of employees on the work and shall comply with all applicable provisions of
Federal, State and Municipal safety laws and building codes to prevent accidents or injury to persons
on, about, or adjacent to the premises where the work is being performed. The Contractor shall
erect and properly maintain at all times, as required by the conditions and progress of the work, all
against hazards created by such features of construction as protruding nails, hoists, well holes, and
necessary safeguards for the protection of workers and public, and shall use danger signs warning
falling materials.
7-13 LAWS TO BE OBSERVED. Add the following: Municipal ordinances that affect this work
include Chapter 11.06. Excavation and Grading. If this notice specifies locations or possible
materials, such as borrow pits or gravel beds, for use in the proposed construction project which
would be subject to Section 1601 or Section 1603 of the Fish and Game Code, the conditions
established pursuant to Section 1601 et seq. of the Fish and Game Code shall become conditions of
the contract.
SECTION 8 - FACILITIES FOR AGENCY PERSONNEL -
8-2 FIELD OFFICE FACILITIES. Add the following: Contractor shall furnish the Engineer a "Class A
Field Office. The field office shall be for the exclusive use of the Engineer and such other individuals
that the Engineer may designate. The field office shall be a separate structure from any other office
m
WRevised: 5/10100 Contract No. 36752 Page 29 of 33 Pages
~.. facility. The Contractor shall maintain the field office throughout the entire duration of the contract
unless the Engineer shall otherwise direct.
8-2.1 Class “A” Field Office. Add the following: Additionally the ”Class A“ Field Oftice shall be
provided with: one (1) additional standard 1.5 m (5’) double pedestal desk with two chairs, one (1)
electrostatic copier and supplies, copier shall be Xerox Model 5018, or equal, one (1) FAX machine
Panasonic Model Panafax UF-560 or Sharp model FO-5400T, or equal and one (1) additional plan rack
shall be provided. Water cooler to have hot and chilled water. The integral sanitary facilities may be
separate enclosed toilets per Section 7-8.4. Furnishings are subject to agency approval. The field
office shall be located at a site satisfactory to the Engineer and within or immediately adjacent to the
designees that are convenient and satisfactory to the Engineer shall be provided by the Contractor.
limits of work. Access and three parking spaces for the exclusive use of the Engineer and hisher
The field office shall have a 600 mm by 900 mm (24 by 363 sign affixed near the entry door. The sign
text shall be proportioned as shown below. The Contractor shall aftix a City seal to the sign in a
centered location. The City seal will be supplied by the Engineer.
I CITY OF CARLSBAD
ENGINEERING INSPECTION
,
8-6 BASIS OF PAYMENT. Add the following: Payment for field office will be made at the monthly
price bid and will include full compensation for installing and removing the field office, relocating it as
may be necessary to facilitate the project, providing utilities including, but not limited to, electrical,
telephone, potable water and sanitary facilities, and maintenance. The monthly rate will be paid for
each full calendar month throughout the duration of the contract that the field office, complete with all
facilities and utilitiis, is available to the Engineer and on the project excepting when the Engineer has
ordered that the field office be removed from the project.
SECTION 9 - MEASUREMENT 8 PAYMENT
9-1 MEASUREMENT OF QUANTITIES FOR UNIT PRICE WORK
9-1.4 Units of Measurement, modify as follows: The system of measure for this contract shall be the
U.S. Standard Measures.
.- 9.3 PAYMENT.
@Revised: 5/10/00 Contract No. 36752 Page 30 of 33 Pages
.- 9-3.1 General. Delete the eighth paragraph and substitute the following: Guarantee periods, shall not
be affected by any payment but shall commence on the date of recordation of the "Notice of
Completion."
9-3.2 Partial and Final Payment. Delete the second paragraph and substitute the following:
Each month, the Engineer will make an approximate measurement of the work performed to the
closure date as basis for making monthly progress payments. The estimated value will be based on
contract unit prices, completed change order work and as provided for in Section 9-2 of the
Standard Specifications (SSPWC). Progress payments shall be made no later than thirty (30)
calendar days after the closure date. Five (5) working days following the closure date, the Engineer
shall complete the detailed progress pay estimate and submit it to the Contractor for the
Contractor's information. Should the Contractor assert that additional payment is due, the
Contractor shall within ten (10) days of receipt of the progress estimate, submit a supplemental
payment request to the Engineer with adequate justification supporting the amount of supplemental
payment request. Upon receipt of the supplemental payment request, the Engineer shall, as soon
as practicable after receipt, determine whether the supplemental payment request is a proper
payment request. If the Engineer determines that the supplemental payment request is not proper,
then the request shall be returned to the Contractor as soon as practicable, but not later than seven
(7)'days after receipt. The returned request shall be accompanied by a document setting forth in
writing the reasons why the supplemental payment request was not proper. In conformance with
Public Contract Code Section 20104.50, the Ci shall make payments within thirty (30) days after
receipt of an undisputed and properly submitted supplemental payment request from the Contractor.
If payment of the undisputed supplemental payment request is not made within thirty (30) days after
receipt by the Engineer, then the Cii shall pay interest to the Contractor equivalent to the legal rate
.- set forth in subdivision (a) of Section 685.010 of the Code of Civil Procedure.
Add paragraph 6 et seq. as follows: After final inspection, the Engineer will make a Final Payment
Estimate and process a corresponding payment. The estimate will be in writing and shall be for the
total amount owed the Contractor as determined by the Engineer and shall be itemized by the
contract bid item and change order item with quantities and payment amounts and shall show all
deductions made or to be made for prior payments and amounts to be deducted under provisions of
the contract. All prior estimates and progress payments shall be subject to correction in the Final
Payment Estimate.
The Contractor shall have 30 calendar days from receipt of the Final Payment Estimate to make
written statement disputing any bid item or change order item quantity or payment amount. The
Contractor shall provide all documentation at the time of submitting the statement supporting its
position. Should the Contractor fail to submit the statement and supporting documentation within the
time specified, the Contractor acknowledges that full and final payment has been made for all
contract bid items and change order items.
If the Contractor submits a written statement with documentation in the aforementioned time, the
Engineer will review the disputed item within 30 calendar days and make any appropriate
adjustments on the Final Payment. Remaining disputed quantities or amounts not approved by the
Engineer will be subject to resolution as specified in subsection 3-5, Disputed Work.
The written statement filed by the Contraaor shall be in sufficient detail to enable the Engineer to
ascertain the basis and amount of said disputed items. The Engineer will consider the mer& of the
" Contractor's claims. It will be the responsibility of the Contractor to furnish within a reasonable time
contentions involved in its claims. Failure to submit such information and details will be sufficient such further information and details as may be required by the Engineer to determine the fa& or
cause for denying payment for the disputed items.
QRevised: 5/10/00 Contract No. 36752 Page 31 of 33 Pages
~ ~~
- 9-3.2.1 Payment for Claims. Add the following: Except for those final payment items disputed in
the written statement required in subsection 9-3.2 all claims of any dollar amount shall be submitted
in a written statement by the Contractor no later than the date of receipt of the final payment
estimate. Those final payment items disputed in the written statement required in subsection 9-3.2
shall be submitted no later than 30 days after receipt of the Final Payment estimate. No claim will be
considered that was not included in this written statement, nor will any claim be allowed for which
written notice or protest is required under any provision of this contract including sections 3-4
Changed Conditions, 3-5 Disputed Work, 6-6.3 Payment for Delays to Contractor, 6-6.4 Written
Notice and Report, or 6-7.3 Contract Time Accounting, unless the Contractor has complied with
notice or protest requirements.
The claims filed by the Contractor shall be in sufficient detail to enable the Engineer to ascertain the
basis and amount of said claims. The Engineer will consider and determine the Contractor's claims
and it will be the responsibility of the Contractor to fumish within a reasonable time such further
information and details as may be required by the Engineer to determine the facts or contentions
involved in its claims. Failure to submit such information and details will be sufficient cause for
denying the claims.
Payment for claims shall be processed within 30 calendar days of their resolution for those claims approved by the Engineer. The Contractor shall proceed with informal dispute resolution under
subsection 3-5, Disputed Work, for those claims remaining in dispute.
Add the following section:
9-3.3.1 Delivered Materials. The cost of materials and equipment delivered but not incorporated
. " into the work will be included in the progress estimate.
Add the following section:
9-3.4.1 Mobilization and Preparatory Work. Payment for mobilization and preparatory Work will
be made at the stipulated lump-sum price bid therefor in the bid schedule. The Contract lumpsum
price paid for mobilization shall not exceed eighty thousand dollars ($80,000.00) and includes full compensation for furnishing all insurance, bonds, licenses, labor, materials, utilities. tools, equipment
and incidentals, and for doing all the work involved in mobilization and preparatory work and
operations, including, but not limited to, those necessary for the movement of personnel, equipment,
supplies, and incidental to preparing to conduct work on and off the project site and other offsite
facilities necessary for work on the project; for all other facilities, sureties, work and operations which
must be performed or costs incurred prior to beginning work on various contract items on or off the
project site, excepting those specifically paid for under separate sections of these specifications.
The Contractor hereby agrees that the stipulated lump sum amount is sufficient for Mobilization and
Preparatory Work, as described in this section, and that the Contractor shall have no right to
additional compensation for Mobilization and Preparatory Work.
Progress payments for Mobilization and Preparatory Work will be made as follows:
For the first progress payment (after the issuance of the Notice to Proceed), forty percent (40%) of
the amount bid for Mobilization And Preparatory Work will be allowed. For the second progress
payment, an additional sixty percent (60%) of the amount bid for mobilization and preparatory work
will be allowed therefor.
OR ....
Add the following section:
9-3.4.1 Mobilkation and Preparatory Work. Payment for mobilization and preparatory Work will
be included in the various items of work and no other payment will be made.
@Revised: 5/10/00 Contract No. 36752 Page 32 of 33 Pages
APPENDIX “A”
RESIDENT NOTIFICATION EXAMPLE
CITY OF CARLSBAD
CONSTRUCTION WORK
ABC CONTRACTORS
OFFICE # (760)XXX-XXXX
FIELD # (760)XXX--xxxX
Dear resident:
As a part of the City of Carlsbad’s and Carlsbad Municipal Water
District‘s ongoing program to maintain its water and sewer
facilities, your street will be closed to allow for pipehe
construction. This construction will require the closing of your
street to through traffic for X days. Your street, from XYZ St. to XM Ave. will be closed to throuah traffic on:
MON. TUE. WED. -THU. FRI.
DATE:
from 7:OOA.M. to 500 P.M.
If you don’t plan to leave your home by 7:OO A.M. on the
above date(s) please park your car on an adjacent street in your
neighborhood that will not be impacted.
ABC is the Contractor that will be performing the construction ~ork for the city and you may call them at (76O)XXX-XXXX if you
lave any questions regarding the project. Mail delivery may be
jelayed if the postman cannot reach the mailbox that day. If you
lave a moving company scheduled for that day please call and
nform the Contractor of the date. If vou have anv concerns which
rnnot be addressed by the ContraAor, you maycall the Cis
Engineering Inspection Department at 438-1 161x4323.
Thank you for your cooperation as we work to make a better City of Carlsbad.
QRevised: 5/10/00 Contract No. 36752 Page 33 of 33 Pages
Supplemental Provisions
Part 2, Construction Materials
SUPPLEMENTAL PROVISIONS
CONTRACT NO. 36752
CARLSBAD WATER RECYCLING FACILITY
SUPPLEMENTAL PROVISIONS TO
STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION
PART 2, CONSTRUCTION MATERIALS
SECTION 200 - ROCK MATERIALS
200-1 ROCK PRODUCTS
Add the following section:
200-1.2.2 Permeable Material. Permeable material shall consist of hard, durable, clean sand,
gravel, or crushed stone, and shall be free from organic material, clay balls, or other deleterious
substances. Class 1 and Class 2 permeable material shall have a Durability Index of not less
than 40. Class 2 Permeable material shall have a Sand Equivalent value of not less than 75. Class 1 permeable material shall conform to the requirements in this section and Table 200-
200-1.2.2(8). When permeable material is required and the class or kind is not specified,
1.2.2(A). Class 2 permeable material shall conform to the requirements in this section and Table
Class 1 permeable material shall be used. The alternative gradings within Class 1 permeable
material are identified by types. Unless otherwise shown on the plans the Contractor will be
permitted to furnish and place any one of the &Des Drovided for this class. The Dercentaae
”
composition by mass of permeabie material in place’shall conform to the gradings in Tabk
200-1.2.2(A) and 200-1.2.2(8).
TABLE 200-1.2.2(A)
CLASS 1 PERMEABLE MATERIAL
Sieve Sues Type A
75-pm (no. 200)
0-1 0 2.36-mm (No. 8)
0-25 0-55 4.75-mm (No. 4)
15-55 70-1 00 9.5-mt-n (VS”)
951 00 12.5-mm (’/;)
50-1 00 100 1 &mm (V4”)
95-1 00 - 37.5-mm (I1/;)
100 - 50-mm (2”)
Type B
0-5
0-3 0-3
Percentage Passing
-
TABLE 200-1.2.2(B)
.- CLASS 2 PERMEABLE MATERIAL
Sieve Sizes
90-1 00 1 9-mm (V4“)
I00 25-mm (1”)
Percentage Passing
0zIMIoZZ:Ol PM Pati Z Standard Suppkmental Provirbns Pago 1 d 52Pages
9.5-mm (7;) 2540 4.75-mm (No. 4)
40-1 00
0-3 75-pm (no. 200)
0-7 300-pm (No. 50)
5-1 5 600-vm (No. 30)
18-33 2.36-mm (No. 8)
200-2 UNTREATED BASE MATERIALS
200-2.1 General. Add the following: Aggregate base shall be crushed aggregate base
(Section 200-2.2)
SECTION 201 - CONCRETE, MORTAR, AND RELATED MATERIALS
201-1 PORTLAND CEMENT CONCRETE
TABLE 201-1.1.2(A) Modify as follows:
TABLE 201-1.1.2(A) ')
PORTLAND CEMENT CONCRETE
Type of Construction I Concrete I Maximum " Class Slump mm (Inches)
All Concrete Used Within the Right-of-way 330-C-23 (2)
Trench Backfill Slurry
Street Light Foundations and Survey Monuments
Der Table 300-1 1.3.1 310-C-I7 Concreted-Rock Erosion Protection
100 (4") 350-C-27 Traffic Signal Foundations
100 (47 330-C-23
- (560-C-3250) (')
(190-E-400)
11 5-E-3 200 (8")
(560-C-3250)
(590-C-3750)
I (520-C-25OOP) I '
(1) Except that concrete required to be of higher strength by Table 201-1.1.2(A) SSPWC shall
be as per Table 201-1.1.2(A) SSPWC.
(2) As per Table 201-1 .1.2(A) SSPWC.
(3) Portions of Table 201-1.1.2(A) of the Standard Specifications for Public Works
Construction not shown herein as changed are not affected by this table.
201-1.2.4 Chemical Admixtures. (e) Air-entraining Admixtures. Substitute the following:
The air content shall not deviate from the percentage specified or permitted by more than 1-1/2 percentage points. The air content of freshly mixed concrete will be determined by California
Test Method No. 504.
SECTION 203 - BITUMINOUS MATERIALS
203-6 ASPHALT CONCRETE.
203-6.2 Materials. Add the following: Asphalt concrete shall be class CZAR 4000 for
surface course, and BAR 4000 for base course.
203-6.6.1, Batch Plant Method, modify as follows: Third paragraph, last sentence, delete
omrnzzo1 PM Part 2 Standard Supplemental PrOvDbnt Pap 2 of 52 Pages
-
- "and from the Engineer's field laboratory". Last paragraph, add after D 2172: "method A or 6."
203-6.7 Asphatt Concrete Storage. add the following: Open graded asphalt concrete
stored in excess of 2 hours, and any other asphalt concrete stored in excess of 18 hours, shall
not be used in the work.
SECTION 204 - LUMBER AND TREATMENT WITH PRESERVATIVES
204-1 LUMBER AND PLYWOOD
TABLE 204-1.2(A) add the following:
TABLE 204-1.2(A)
USES I GRADES
Headers for bituminous pavement up to 50 mm x I Construction grade Redwood or Dreservative
100 mm (Tx4") treated constr;ction grade Douglas Fir
Headers for bituminous pavement larger than 50 treated number 1 grade Douglas Fir mm x 100 mm (Tx4")
Number 1 grade Redwood, or preservative
SECTION 206 - MISCELLANEOUS METAL ITEMS
Add the following section: - 206-7 TRAFFIC SIGNS.
Add the following section:
206-7.1 Permanent Traffic Signs Permanent traffic signs shall consist of IO-gage and
12-gage cold-rolled steel perforated tubing. This includes all signs used for the direction,
warning, and regulation of vehicle (including bicycle) and pedestrian traffic upon the completion
of the Work unless othetwise shown on the plans.
Add the following section:
206-7.1.1 General. Materials, legend, proportion, size, and fabrication of all signs used for the
direction, warning, and regulation of vehicle (including bicycle) and pedestrian traffic shall
conform to the requirements of "SPECIFICATIONS FOR REFLECTIVE SHEETING SIGNS,
October 1993", Sheets 1 through 5 that accompany "SPECIFICATIONS FOR REFLECTIVE
SHEETING SIGNS, October 1993" of dimensions and details, dated April 1987, and "OPAQUE
COLOR CHART", dated February 1980, all published by the State of California, Department of
Transportation, Division of Procurement Services, office of Material Operations, 1900 Royal
Oaks Drive, Sacramento, CA 95819 and as modified herein. Where the "SPECIFICATION FOR
REFLECTIVE SHEETING SIGNS, October 1993" require the Contractor or supplier to notify the
Department of Transportation or to certify compliance to said SPECIFICATIONS, to provide a
quality control program or to allow testing, approval, observation of manufacturing or assembly
operations by the State of California, Department of Transportation and/or its employees or
officials, such rights shall be vested in the Engineer.
Add the following section:
206-7.1.2 Sign Identification. Modify the 'SPECIFICATIONS FOR REFLECTIVE SHEETING
SIGNS, October 1993" as follows: Sign identification shall be as per "SPECIFICATIONS FOR
OF THE CITY OF CARLSBAD".
REFLECTIVE SHEETING SIGNS, October 1993", except that the notation shall be "PROPERTY
.-
- Add the following section:
206-7.1.3 Drawings. Modify the 'Specifications For Reflective Sheeting Signs, October 1993'
as follows: Standard signs shall be as per the most recently approved "Approved Sign
Specification Sheets" of the State of California, Department of Transportation. The date of
approval shall be the date most closely preceding the date of manufacture of the sign(s) or the
date of the "Notice to Proceed" of this contract, whichever is most recent.
Add the following section:
206-7.1.4 Reflective Sheeting. Modify the "Specifications For Reflective Sheeting Signs,
fabricated with Type 111 encapsulated lens sheeting conforming to the requirements of this
October 1993" as follows: All advisory signs, warning signs and all regulatory signs shall be
specification.
Add the following section:
206-7.1.5 Substrate. Modify the "Specifications For Reflective Sheeting Signs, October 1993"
as follows: All permanent traffic signs used for the direction, warning, and regulation of vehicle
(including bicycle) and pedestrian traffic shall use aluminum substrate.
Add the following section:
206-7.1.6 Mounting Traffic Signs. Traffic signs shall be installed on logage or 12gage cold- rolled steel perforated tubing posts as shown on San Diego Regional Standard drawing "45 or,
when the sign area exceeds the maximum area allowed for on that drawing, on multiple 10-gage
or 12-gage cold-rolled steel perforated tubing posts. The number of posts shall be determined
by the parameters in SDRS drawing M-45 or as approved by the Engineer. Traffic signs will be
provided with back braces and mounting blocks as approved by the Engineer consisting of
10-gage or 12-gage cold-rolled steel perforated tubing when multiple posts are used.
Add the following section:
206-7.1.6 Traffic Sign Posts. Posts shall be constructed of IO-gage or 12gage cold-rolled steel perforated tubing posts as shown on San Diego Regional Standard drawing "45.
Add the following section:
206-7.2 Temporary Traffic Signs. Temporary traffic signs shall consist of all signs used for
the Contractor's performance of the Work. Temporary traffic signs include both stationary and
the direction, warning, and regulation of vehicle (including bicycle) and pedestrian traffic during
portable signs.
Add the following section:
206-7.2.1 General. Materials, legend, proportion, size, and fabrication of all temporary traffic
signs used for the direction, warning, and regulation of vehicle (including bicycle) and pedestrian
traffic shall conform to the requirements of "Specifications For Reflective Sheeting Signs,
October 1993", Sheets 1 through 5 that accompany "Specifications For Reflective Sheeting
Signs, October 1993" of dimensions and details, dated April 1987, and "OPAQUE COLOR
CHART", dated February 1980, all published by the State of California, Department of
Transportation, Division of Procurement Services, office of Material Operations, is00 Royal
Oaks Drive, Sacramento, CA 95819 and as modified herein. Where The "Specification For
Department of Transportation or to certify compliance to said 'Specifications For Reflective
Reflective Sheeting Signs, October 1993" require the Contractor or supplier to notify the
observation of manufacturing or assembly operations by the State of California, Department of
Transportation andlor its employees or officials, such rights shall be vested in the Engineer.
-
-. Sheeting Signs, October 1993", to provide a quality control program or to allow testing, approval,
Add the following section: ommmo1 PM Par( 2 Standard Supplemental Prwirio~ Page 4 of 52P.p.r
206-7.2.2 Drawings. Modify the "Specifications For Reflective Sheeting Signs, October 1993"
as follows: Standard temporary traffic signs shall be as per the most recently approved
"Approved Sign Specification Sheets" of the State of California, Department of Transportation.
The date of approval shall be the date most closely preceding the date of manufacture of the
sign(s) or the date of the "Notice to Proceed" of this contract, whichever is most recent.
Add the following section:
206-7.2.3 Reflective Sheeting. Modify the 'Specifications For Reflective Sheeting Signs,
October 1993" as follows: All advisory signs, warning signs and all regulatory signs shall be
fabricated with Type 111 encapsulated lens sheeting conforming to the requirements of this
specification.
Add the following section:
206-7.2.4 Substrate. Modify the "Specifications For Reflective Sheeting Signs, October 1993"
as follows: Excepting only construction warning signs used at a single location during daylight
hours for not more than five (5) consecutive days, all signs used for the direction, warning, and
regulation of vehicle (including bicycle) and pedestrian traffic shall be stationary mounted and
shall use aluminum substrate.
Add the following section:
206-7.2.5 Stationary Mounted Temporary Traffic Signs. Stationary mounted temporary
traffic signs shall be installed on IO-gage and 12-gage cold-rolled steel perforated tubing posts
in the same manner shown on the State of California, Department of Transportation "Standard - Plans" 1995 edition standard plans numbers RSI, RS2, RS3 and RS4 for installation of roadside
signs, except as follows:
a) Wood posts shall not be used.
b) Back braces and blocks for sign panels will not be required.
c) The height to the bottom of the sign panel above the edge of traveled way shall be at
least 2.1 m (7').
d) Unless otherwise shown on the plans traffic sign posts shall conform in materials and
installation to SDRS drawing M-45 and shall have one post provided for each 0.48 mz
(5 f?)of sign area, or the signs may be installed on existing lighting standards when
approved by the Engineer.
e) Sign panels mounted on temporary traffic sign posts shall conform to the requirements specified for aluminum signs in the "Specifications For Reflective
Sheeting Signs, October 1993".
Add the following section:
206-7.2.6 Temporary Traffic Sign Posts. Posts shall be lO-gage or 12gage cold-rolled steel perforated tubing used for the support and stabiliation of stationary mounted temporary signs.
Post size and number of posts shall be as shown on the plans, except that when stationary
mounted signs are installed and the type of sign installation is not shown on the plans, post sue
and the number of posts will be determined by the Engineer. Sign panels for stationary mounted
signs shall consist of reflective sheeting applied to a sign substrate.
Add the following section:
206-7.2.7 Portable Temporary Traffic Signs. Each portable temporary traffic sign shall
consist of a base, standard or framework and a sign panel. The units shall be capable of being
delivered to the site of use and placed in immediate operation. Sign panels for portable signs
shall conform to the requirements of sign panels for stationary mounted signs in the
'Specifications For Reflective Sheeting Signs, October 1993, or shall be cotton drill fabric,
flexible industrial nylon fabric, or other approved fabric. Fabric signs shall not be used during the
hours of darkness. Size, color, and legend requirements for portable signs shall be as described
oawmzz:o1 PM Part 2 Standard Suppbfnental Pmvkins PWe 5 Of 52PWM
," for stationary mounted sign panels in section 206-7.2 of these Supplemental Provisions. The
height to the bottom of the sign panel above the edge of traveled way shall be at least 0.3-m
(12"). All parts of the sign standard or framework shall be finished with 2 applications of an
orange enamel which will match the color of the sign panel background. Testing of paint will not
be required.
Add the following section:
2068 LIGHT GAGE STEEL TUBING AND CONNECTORS.
Add the following section:
206-8.1 General. This Section pertains to IO-gage and 12-gage cold-rolled steel perforated
tubing used for the support and stabilization of signs. All shapes shall have a galvanized finish
and shall be cold-roll-formed steel conforming to ASTM Designation A-446, Grade A.
Galvanizing shall conform to ASTM A-525, Designation G-90. Galvanizing shall be performed
after all forming and punching operations have been completed. Cold-rolled steel perforated
tubing shall be perforated on all four faces with llmm (7116") holes on 25 mm (I") centers.
Add the following section:
206-8.2 Tolerances. Wall thickness tolerance shall not exceed +0.28 mm, -0.13 mm
(+0.01 I",
-0.005"). Convexity and concavity measured in the center of the flat side shall not exceed a
tolerance of +0.25 mm (+0.010") applied to the specific size determined at the comer.
Straightness tolerance variation shall not exceed 1.6 mm in 1 m (1116 " in 3'). Tolerance for
comer radius is 4.0mm (51327, plus or minus 0.40 mm (1164"). Weld flash on comer-welded
square tubing shall permit 3.60 mm (9164") radius gage to be placed in the comer. Using
10-gage or 12-gage square tube, consecutive size tubes shall telescope freely for 3.1m (IO').
Tolerance on hole size is plus or minus 0.40 mm (1164") on a size. Tolerance on hole spacing is
plus or minus 3.2 mm in 6.1 m (118" in 20'). In addition, for the following specific sizes of light
gage steel tubing, dimensional tolerances shall not exceed those listed in tables 206-8.2 (A) and
206-8.2(8).
TABLE 206-8.2(A)
LIGHT GAGE STEEL TUBING SEE TOLERANCE
TABLE 206-8.2(8)
LIGHT GAGE STEEL TUBING SQUARENESS OF SIDES AND TWIST
- Nominal Outside Dimension Twist Permissible in 900 mrn 3") Squareness'')
mm (Inches) mm(') (Inches)& mm (Inches)
25 x 25
32 x 32 (1 x 1)
1.3 1 0.050 0.18 I 0.007 I (1-11, x 1-11.)
1.3 I 0.050 0.15 I 0.006
omm22:01 PM Par( 2 SaIldWd SUpPbIlWllbl PmN Pe 6 of &?Pages
-
Nominal Outside Dimension I Squarenesd') I Twist Permissible in 900 mm (3")
(') Tubing may have its sides failing to be 90 degrees to each other by the tolerance listed.
Twist is measured by holding down the edge of one end of a square tube on a surface plate
with the bottom side of the tube parallel to the surface plate, and noting the height that either
corner on the opposite end of the bottom side is above the surface plate.
Add the following section:
206-8.3 Fasteners. Fasteners used to assemble cold-rolled steel perforated tubing shall be
steel 'pull-through" electrogalvanized rivets with 9.5 mm (3/8") diameter shank, 22 mm (7/8")
diameter head, and a grip range of from 5 mm (0.200") to 0.90 mm (0.356'). The fasteners shall
conform to ASTM 8-633, Type 111
.P SECTION 207 - PIPE
Add the following section:
207-25 UNDERGROUND UTILITY MARKING TAPE.
Add the following section:
207-25.1 Detectable Underground Utility Marking Tape: Detectable Underground Utility
Marking Tape shall have a minimum 0.13 mm (0.005") overall thickness, with no less than a 35
gauge (AWG), 0.14 mrn aluminum foil core. The foil must be visible from both sides. The layers
shall be laminated together with the extrusion lamination process, not adhesives. No inks or
printing shall extend to the edges of the tape. All printing shall be encased to avoid ink rub-off.
Detectable Underground Utility Marking Tape shall conform to the properties listed in Tables
207-25(A) and 207-25 (B).
TABLE 207-26.lIA)
DETECTABLE UNDERGROUND UTILITY MARKING TAPE PROPERTIES
-
Property
See Table 207-25.1 (8) APWA Code Colors
Five hours without peel Boiling H20 at 100 degrees Celsius Bond strength
>30 percent, solid 1.5#/R Manufacturing specifications Adhesives
Value Method
DETECTABLE UNDERGROUND UTILITY MARKING TAPE COLORS
TABLE 207-25.1(B)
Color Utllity Marked
Red Electric power, distribution, transmission, and municipal electric systems.
Yellow Telephone and telegraph systems, police and fire communications, and cable television. Orange
Gas and oil distribution and transmission, dangerous materials, product and steam.
Blue Water systems.
Green Sanitary and storm sewer systems, nonpotable.
Brown Force mains.
Purple Reclaimed water lines.
,.- Add the following section:
207-25.2 Materials Approvals. Detectable Underground Utility Marking Tape shall meet the
requirements of each of the following agency/association publications.
A. Department of Transportation, Materials Transportation Bureau, Office of Pipeline Safety.
USAS code for pressure piping 831.8, paragraph 192.321(e).
B. National Transportation Safety Board, Washington, DC, Special Study Prevention of
Damage to Pipelines. Adopted June 7, 1974. Report NTSB-PSS-73-1.
C. American Petroleum Institute (API). Recommended practice for marking buried liquid
petroleum pipelines - APR RP 1109.
D. General Services Administration, Washington, DC, Public Buildings Service Guide
Specification for Mechanical and Electrical Equipment - PBS 4-1501, Amendment 2, Page
501-14, Paragraph 18, Subparagraph 18.1, Clause 18.1.1.
E. Rural Electrification Authority (REA), U.S. Department of Agriculture, Washington, DC. National Electrical Safety Code for Underground Construction for remote and immediate
hazards.
SECTION 208 - ELECTRICAL COMPONENTS
208 ELECTRICAL COMPONENTS. Modify as follows: Section 209, "Signals, Lighting and
Traffic Electrical Systems", herein, shall replace Section 209, "Electrical Components", of the
SSPWC in all matters pertaining to the specifications for measurement, payment, warranty, and
electrical components provided and installed in systems not including street lighting and traffic materials and methods of construction for all elements of street lighting and traffic signals. For
signals section 209 SSPWC is unmodified except as specified in sections other than section
209, "Signals, Lighting and Electrical Systems", herein. For section 209, "Signals, Lighting and
Electrical Systems", for all elements of street lighting and traffic signals both construction
materials and construction methods have been combined into a single section.
-.
_." SECTION 209 - SIGNALS, LIGHTING AND ELECTRICAL SYSTEMS
209-1 GENERAL
209-1.01 Description. Signals, lighting and electrical systems work shall consist of furnishing
and installing, modifying or removing one or more traffic signals, traffic signal master controller
assemblies and interconnection facilities, flashing beacon systems, lighting systems, sign
structures, falsework lighting, provisions for future systems, or combinations thereof, all as
illumination systems, traffic monitoring stations, communication systems, electrical equipment in
shown on the plans, and as specified in these special provisions.
The locations of signals, beacons, standards, lighting fixtures, signs, controls, services and
appurtenances shown on the plans are approximate and the exact locations will be established
by the Engineer in the field. All systems shall be complete and in operating condition at the time
of acceptance of the contract.
209.1.016 Definitions. The following definitions pertain only to Section 209, "Signals, Lighting
and Electrical Systems."
Actuation.- The operation of any type of detector.
Burn-In Procedure. - The procedure by which each LED signal module is energized for a minimum of 24 hours at operating voltage at a 100% duty cycle, and in an ambient temperature
of 6OoC (140OF).
Candlepower Values. - Luminous intensity expressed in candelas (cd).
Chromaticity (Color). - The color of the light emitied by a signal module, specified as x-y
chromaticity coordinates on the chromaticity diagram according to the 1931 Commission
lnternationale d'Eclairage standard observer and coordinate system. The measured
chromaticity coordinates shall fall within the limits specified in VTCSH Section 8.04 "Limits of
Chromaticity Coordinates."
Controller Assembly.- The complete assembly for controlling the operation of a traffic signal
or other system, consisting of a controller unit, and all auxiliary equipment housed in a rainproof cabinet.
Controller Unk- That part of the controller assembly which performs the basic timing and
logic functions.
Detector.- A device for indicating the passage or presence of vehicles or pedestrians.
Duty Cycle. - The amount of illuminated on-time a signal module is energized, expressed as a
percent of signal cycle time period.
Electro1ier.- The complete assembly of lighting standard, luminaire, ballast and lamp.
Flasher.- A device used to open and close signal circuits at a repetitive rate.
Flashing Beacon Control Assembly.- A complete electrical mechanism for operating a
warning beacon or intersection control beacon.
Inductive Loop Vehicle Detector.-A detector capable of being actuated by the change of inductance caused by a vehicle passing over or standing over the loop.
Integrating Photometer. - An instrument used in measuring the intensity of light that enables
total luminous flux to be determined by a single measurement.
LED Light Source. - An individual light emitting diode.
LED Signal Module. - A sealed circular ball or arrow that includes the lens and utilizes LED
- devices as the light source. An LED signal module may directly replace an existing traffic signal
lamp and lens combination.
Lighting Standard.- The pole and mast arm which support the luminaire.
Luminaim- The assembly which houses the light source and controls the light emitted from the light source.
.- Channel.- A discrete information path.
02/04/022:01 PM Part 2 Standard Supplemental PmVi.iin8 Pago 9 of 52Pm
,- Magnetic Vehicle Detector.-A detector capable of being actuated by the induced voltage
caused by the passage of a vehicle through the earth’s magnetic field.
Magnetometer Vehicle Detector,-A detector capable of being actuated by the magnetic
disturbance caused by the passage or presence of a vehicle.
Major Street- The roadway approach or approaches at an intersection normally carrying the
major volume of vehicular traffic.
Minimum Intensity. - In accordance with the values in Table 1 of the existing “Vehicle Traffic
Control Signal Heads”, hereinafter VTCSH standard, the minimum intensity values below which
no LED signal modules will be released from the supplier.
Minor Street- The roadway approach or approaches at an intersection normally carrying the
minor volume of vehicular traffic.
Pedestrian Detector.- A detector, usually of the push button type, capable of being operated
by hand.
Plans. - For this Section (Section 209) plans shall include all documents listed in Section 2.5,
“Plans and Specifications”, et seq. as well as the “STANDARD PLANS“, 1995 edition as
promulgated by the State of California, Department of Transportation.
Power Consumption. - The rms electrical power (watts) consumed by an LED signal module
when operated at rated voltage.
Pre-timed Controller Assembly.- A controller assembly for operating traffic signals in
accordance with a predetermined cycle length.
Rated Initial Intensity. - The light intensity of a new LED signal module, operated at rated
voltage, measured after the bum-in procedure with an integrating photometer.
Rated Voltage. - The ac rms voltage at which light output performance and power
consumption are specified (1 17 VAC at 60 Hz).
Signal Face.- That part of a signal head provided for controlling traffic in a single direction and
consisting of one or more signal sections.
Signal Head.- An assembly containing one or more signal faces.
Signal Indication.- The illumination of a signal section or other device, or of a combination of
sections or other devices at the same time.
Signal Section.-A complete unit for providing a signal indication consisting of a housing, lens,
Sun Phantom. - The effect of an outside light source entering the signal assembly and being
reflector, lamp receptacle and lamp.
returned in such a manner as to present the appearance of the signal assembly being
illuminated.
TraVicActuated Controller Assembly.- A controller assembly for operating traffic signals in
accordance with the varying demands of traffic as registered with the controller unit by detectors.
Traffic Phase.-The right of way, change and clearance intervals assigned to a traffic
movement or combination of movements.
Vehicle.- Any motor vehicle normally licensed for highway use.
VTCSH Standard. - The definitions and practices described in “Vehicle Traffic Control Signal
Heads” published in the ”Equipment and Materials Standards” of the Institute of Transportation
Engineers.
209-1.02 Regulations and Code. All electrical equipment shall conform to the standards of
the National Electrical Manufacturers Association (NEMA), the Underwriters’ Laboratories Inc.
(UL), the Electrical Testing Laboratories (ETL), the National Electrical Testing Association, Inc.
(NETA), or the Electronic Industries Association (EIA), wherever applicable. In addition to the
requirements of the plans, these special provisions, all materials and workmanship shall conform
to the requirements of the National Electrical Code 1996 edition, hereinafter referred to as the
Code; California Code of Regulations, Title 8, Chapter 4, Subchapter 5, Electrical Safety Orders;
Rules for Overhead Electrical Line Construction, General Order No. 95 of the Public Utilities
Commission; Standards of the American Society for Testing and Materials (ASTM); American
ommzz:o1 PM Pert 2 Standard Supplemental Pmvi.inr Paw 10 of 52 Pm
-
.-
*-. National Standards Institute (ANSI); and any local ordinances which may apply. Wherever
reference is made to any of the standards mentioned above, the reference shall be construed to
mean the code, order, or standard that is in effect on the day the Notice to Contractors for the
work is dated.
209-1.03 Equipment List and Drawings. Unless otherwise permitted in writing by the
Engineer, the Contractor shall, within 15 days following award of the contract, submit to the
specified in Section 2-5.3, "Shop Drawings and Submittals." The list shall be complete as to
Engineer for review a list of equipment and materials which the Contractor proposes to install as
name of manufacturer, size and identifying number of each item. The list shall be supplemented
by such other data as may be required, including schematic wiring diagrams and scale drawings
dimensioning. All of the above data shall be submitted, install as specified in Section 2-5.3,
of cabinets showing location and spacing of shelves, terminal blocks and equipment, including
detailed on the plans, the submission of detailed drawings and diagrams will not be required.
"Shop Drawings and Submittals", for review. Where electrical equipment is constructed as
wet blueprint, white background process using iron-sensitiied paper, (2) the offset lithograph
The Contractor shall furnish 5 sets of controller cabinet schematic wiring diagrams made by (1)
process, or (3) the electrostatic process. The diagrams shall show the location of the installation
and shall list all equipment installed in each controller cabinet. In addition, for each signal
wire connection terminals and phasing as shown on the plans. All schematic wiring diagrams of
installation, the Contractor shall furnish an intersection sketch showing poles, detectors, field
the controller units and auxiliary equipment, all cabinet diagrams, and all operation manuals
" shall be submitted at the time the controller assemblies are delivered for testing. The schematic
wiring diagram shall show in detail all circuits and parts. All parts shown thereon shall be
identified by name or number and in such manner as to be readily interpreted. All diagrams,
entitled "IEEE Standard and American National Standard Graphic Symbols for Electrical and
plans and drawings shall be prepared using graphic symbols shown in ANSI publication Y32.2,
Electronic Diagrams."
209-1.04 Warranties, Guaranties and Instruction Sheets. Manufacturers' warranties and
guaranties furnished for materials used in the work and instruction sheets and parts lists
supplied with materials shall be delivered to the Engineer prior to acceptance of the project.
.-
209-1.05 Maintaining Existing and Temporary Electrical System. Existing electrical
systems (traffic signal, street lighting, flashing beacon, traffic monitoring, sign illumination and
other facilities), or approved temporary replacements thereof, shall be kept in effective operation
for the benefit of the traveling public during the progress of the work, except when shutdown is permitted, to allow for alterations or final removal of the systems. The traffic signal shutdowns
shall be limited to normal working hours. Lighting system shutdowns shall not interfere with the
regular lighting schedule, unless otherwise permitted by the Engineer. The Contractor shall
the local traffic enforcement agency prior to any operational shutdown of a traffic signal.
notify the Engineer prior to performing any work on existing systems. The Contractor shall not@
Where an existing system or temporary system is being modified, work not shown on the plans
or specified in these special provisions and which is considered by the Engineer as necessary to
in Section 3-3 "Extra Work.".
keep all or any part of the system in effective operation will be paid for as extra work as provided
The Agency will:
1) Continue the operation and maintenance of existing electrical facilities.
2) Continue to provide for electrical energy for the operation of existing electrical facilities.
3) Repair or replace existing facilities damaged by public traffic.
4) Pay the cost of electrical energy for the operation'of existing or new facilities that are undergoing the functional tests described in Section 209-2.14C, "Functional Testing."
ommzz:o1 PM Part 2 Sbndard Suppbmental Pmvilins Page 11 of 52Pm
* The Contractor shall ascertain the exact location and depth of existing detectors, conduits, pull
boxes and other electrical facilities before using any tools or equipment that may damage those
facilities or interfere with any electrical system. Where damage is caused by the Contractor's
operations, the Contractor shall, at the Contractor's expense, repair or replace damaged
facilities promptly in accordance with these specifications. If any existing loop conductor,
including the,portion leading to the detector hand hole or termination pull box, is damaged by the
Contractor's operations, the Contractor shall immediately notify the Engineer. The affected
detectors shall be replaced at the Contractor's expense and as directed by the Engineer within 24 hours. If the Contractor fails to complete the repairs within this period, the repairs will be
made by Agency forces at the Contractor's expense. Should the Contractor fail to perform the
required repairs or replacements, the cost of performing the repairs or replacements will be
deducted from any moneys due or to become due the Contractor.
Where roadways are to remain open to traffic and existing lighting systems are to be modified,
the lighting systems shall remain in operation and the final connection to the modified circuit
shall be made so that the modified circuit will be in operation by nightfall of the same day.
Temporary electrical installations shall be kept in effective operation until the temporary
shall conform to the provisions in Section 209-7, "Removing, Reinstalling or Salvaging Electrical
installations are no longer required for the traveling public. Removal of temporary installations
Equipment." These provisions will not relieve the Contractor in any manner of the Contractor's
responsibilities as provided in Sections 4-1.1, "General" and 4-1.2, "Protection of Work and
Materials."
During traffic signal system shutdown the Contractor shall place "STOP AHEAD" and "STOP"
covered when the system is shut down overnight. Temporary "STOP AHEAD" and 'STOP" signs shall be either covered or removed when the system is turned on. "STOP AHEAD" and
"STOP signs shall be furnished by the Contractor and shall conform to the provisions in Section
7-10.3, "Street Closures, Detours, Barricades." Minimum size of "STOP" signs shall be 750 mm
(30"). One "STOP AHEAD" sign and one 'STOP" sign shall be placed for each direction of
traffic. For two, or more, lane approaches, two "STOP" signs shall be placed for each direction
of traffic. Location of the signs shall be as directed by the Engineer.
209-1.06 Scheduling of Work. No above ground work, except service equipment, shall be
performed until the Contractor has all materials on hand to complete that particular signal
location or lighting circuit. Work shall be so scheduled that each traffic signal, lighting and sign
illumination system shall be completed and ready for operation prior to opening the
corresponding section of the roadway to traffic.
Traffic signals shall not be placed in operation for use by public traffic without the written
approval of the Engineer. The Contractor shall obtain the written approval of the Engineer no
less than three days prior to placing any traffic signal in operation. Traffic signals shall not be
placed in operation for use by public traffic without the energizing of street lighting at the
intersection to be controlled if street lighting exists or is being installed in conjunction with the
traffic signals. Traffic signals shall not be placed in operation until the roadways to be controlled
are open to public traffic, unless otherwise directed by the Engineer. Lighting and traftic signals
functional test period specified in Section 209-2.14, "Testing," unless ordered otherwise by the
shall not be placed in operation, including flashing operation, prior to commencement of the
,- signs to direct vehicle and pedestrian traffic through the intersection. All signal faces shall be
i Engineer.
Conductors shall not be pulled into conduit until pull boxes are set to grade, crushed rock sumps
installed, mortar placed around conduit, concrete bottom of pull boxes placed, and metallic
conduit bonded. In vehicular undercrossings, soffit lights shall be placed in operation as soon as
02104/022:01 PM Pari 2 Standard Suppbememl Provisions Page 12 of 52 Pages
8"
structures shall be placed in operation prior to opening the structure to pedestrian traffic. If the practicable after falsework has been removed from the structure. Lighting for pedestrian
Engineer orders soffit lights or lighting for pedestrian structures placed in operation before
permanent power service is available, the cost of installing and removing temporary power
service will be paid for as extra work as provided in'Section 3-3, "Extra Work."
The initial tum-on shall be made only between the hours of 9:00 a.m. and 2:OO p.m. and
Tuesday through Thursday unless otherwise approved, in writing, by the Engineer. Prior to turn- on, all equipment as shown on the plans shall be installed and operable including pedestrian
signals, pedestrian push buttons, vehicle detectors, lighting, signs and pavement delineation. All
louvers, visors, and signal faces shall be directed to provide maximum visibility. Functional tests
shall start on any working day except Friday, or the day preceding a legal holiday.
209-1.07 Safety Precautions. Attention is directed to Section 7-10.4.1, 'Safety Orders."
Before starting work on existing series street lighting circuits, the Contractor shall obtain daily a
Work" signs posted at switch boxes before any work is done. safety circuit clearance from the serving utili. By-pass switch plugs shall be pulled and "Men at
209-2 MATERIALS AND INSTALLATION
209-2.01 Excavating and Backfilling. The excavations required for the installation of
conduit, foundations,. and other appurtenances shall be performed in such a manner as to avoid
any unnecessary damage to streets, sidewalks, landscaping, and other improvements. The
trenches shall not be excavated wider than necessary for the proper installation of the electrical
appurtenances and foundations. Excavation shall not be performed until immediately before
installation of conduit and other appurtenances. The material from the excavation shall be placed in a position that will not cause damage or obstruction to vehicular and pedestrian traffic
nor interfere with surface drainage.
Unless otherwise permitted in writing by the Engineer, all surplus excavated material shall be
removed and disposed of, within 48 hours, outside the public right of way in accordance with the
provisions in Sections 7-8.1, "Cleanup and Dust Control", 300-1.3, "Removal and Disposal of
Materials" and 302-6, "Surplus Material", depending on the origin and nature of the materials to
be removed and disposed.
The excavations shall be backfilled in conformance with the provisions in Sections 300-3.5,
"Structure Backfill" or 306-1.3, "Backfill and Densification," depending on the nature of the structure or conduit that the excavation being backfilled accommodates. Excavations after
backfilling shall be kept well filled and maintained in a smooth and welldrained condition until
permanent repairs are made. All excavations shall be filled, and sidewalks, pavement, and land-
scaping restored at each intersection prior to excavating at any other intersection, unless
otherwise permitted by the Engineer. Excavations in the street or highway shall be performed in
such a manner that not more than one traffic lane is restricted at any time, unless otherwise
approved by the Engineer.
209-2.02 Removing and Replacing Improvements. In addition to the requirements of
sections 7-9, "Protection and Restoration of Existing Improvements" and 306-1.5, "Trench
Resurfacing" Improvements such as sidewalks, curbs, gutters, portland cement concrete and
removed, broken or damaged by the Contractor's operations, shall be replaced or reconstructed with the same kind of material as found on the work or with materials of equal quality. The new
work shall be left in a serviceable condition.
.-
." asphait concrete pavement, underlying material, lawns and plants, and any other improvements
ommzz:o1 PM Part 2 Standard SuppkmantPI Pmviaiona Plpe 13 of %Pages
7" Whenever a part of a square or slab of existing concrete sidewalk, curb, gutter, or driveway is
broken or damaged, the entire square, section or slab shall be removed and the concrete
reconstructed as above specified. The outline of all areas to be removed in portland cement
concrete sidewalks and driveways and in pavements shall be cut to a minimum depth of 50 mm
(2") with an abrasive type saw prior to removing the sidewalk, driveways and pavement material.
Cuts shall be neat and true along score lines, with no shatter outside the removal area.
209-2.03 Foundations. Portland cement materials and construction methods shall conform to
Section 201, "Concrete, Mortar and Related concrete Materials," for Materials and Section 303,
"Concrete and Masonry Construction," for construction methods. Concrete foundations shall
rest on firm ground.
on the plans to have mortar pads, shall be placed "in the solid" and monolithic except for the top Except when located on structures, foundations for posts, standards, and pedestals, not shown
50 mm (2) which shall be placed after the post, standard or pedestal is in proper position. After
each post, standard, or pedestal on structures, and each standard shown on the plans to have
mortar pads, is in proper position, mortar shall be placed under the base plate as shown on the
plans. The exposed portions shall be formed to present a neat appearance. Mortar shall
consist of one part by volume of portland cement and 3 parts of clean sand, shall contain only
sufficient moisture to permit packing and shall be cured by keeping it damp for 3 days.
Reinforced cast-in-drilled-hole concrete pile foundations for traffic signal and lighting standards
shall conform to the provisions in Section 205-3.3, "Cast-in-Place Concrete Piles," except that
material resulting from drilling holes shall be disposed of as provided in Section 209-2.01,
a neat appearance.
Forms shall be true to line and grade. Tops of foundations for posts and standards, except
special foundations, shall be finished to curb or sidewalk grade or as directed by the Engineer.
Forms shall be rigid and securely braced in place. Conduit ends and anchor bolts shall be
placed in proper position and to proper height, and shall be held in place by means of a template
until the concrete sets.
Anchor bars or studs and nuts, except for Type 30 and Type 31 lighting standards, shall conform
to ASTM Designation: A 307. Headed anchor bolts for foundations shall conform to the
specifications of ASTM Designation: A 307, Grade B with S1 supplementary requirements. At
the option of the Contractor, nonheaded anchor bolts for foundations shall conform either to the
specifications of ASTM Designation: A 307, Grade C or to the provisions in AASHTO
Designation: M 314, Grade 36 or 55 with SI supplementary requirements. When nonheaded
anchor bolts conforming to the specifications of ASTM Designation: A 307, Grade C are
furnished, the end of each fabricated anchor bolt shall be either coded by end stamping as
required in ASTM Designation: A 307 or the end that projects from the concrete shall be
permanently coded with a green color by the manufacturer. High strength anchor bolts. bars, or
A 325M or A 449 and shall comply with the mechanical requirements of ASTM Designation:
studs for Type 30 and Type 31 lighting standards shall conform to ASTM Designation: A 325,
A 325 or A 325M after galvanizing. Nuts and washers for high strength anchor bolts shall
conform to ASTM Designations: A 563 or A563M, and F476 or F476M, respectively. In
addition to the requirements of ASTM Designation: A 449, studs shall be marked on either end
" as required for bolt heads. All steel parts shall be galvanized in accordance with the provisions
in Section 210-3.6, "Galvanizing for Traffic Signal Facilities."
- "Excavating and Backfilling." The exposed portions of the foundation shall be formed to present
ozmmzz:o1 PM Pmi 2 Standard Suppbmntsl Pmv*inr Paw 14 of 52P.osl.
.- The upper threaded portion of all anchor bolts shall be provided with 2 nuts and 2 washers each.
Anchor bars or studs shall be provided with 3 nuts and washers each. Welding shall not be
performed on any portion of the body of high-strength anchor bolts, anchor bars, or studs.
Plumbing of the standards shall be accomplished by adjusting the leveling nuts before placing
mortar or before the foundation is finished to final grade. Shims, or other similar devices shall
not be used for plumbing or raking of posts, standards or pedestals.
Both forms and ground which will be in contact with the concrete shall be thoroughly moistened
before placing concrete. Forms shall not be removed until the concrete has thoroughly set.
Ordinary surface finish, as specified in Section 303-1.9.2, "Ordinary Surface Finish," shall be
applied to exposed surfaces of concrete. Where obstructions prevent the construction of a
planned foundation, the Contractor shall construct an effective foundation as directed by the
Engineer. The foundations shown on the plans shall be extended if conditions require additional
depth, and the additional work, if ordered by the Engineer, will be paid for as extra work as
provided in Section 3-2, "Changes Initiated By The Agency."
Unless otherwise specified or shown on the plans, foundations not to be reused shall be
removed. When a foundation is shown on the plans to be abandoned, the top of foundation,
anchor bolts, and conduits shall be removed to a depth of not less than 1 .O m (3) below surface
of sidewalk or unimproved ground. The resulting hole shall be backfilled with material equivalent
to the surrounding material. Unless otherwise shown on the plans, all standards to be relocated
shall be provided with new foundations and anchor bolts of the proper type and size. Posts,
poles, standards, pedestals, and cabinets shall not be erected until the foundation has set at
least 7 days, and shall be plumbed or raked, as directed by the Engineer. In unpaved areas, a
1.0 m (3) square, 100 mm (4") thick or of the size shown on the plans, whichever is the larger,
raised pad of portland cement concrete shall be placed in front of each controller cabinet.
209-2.04 Standards, Steel Pedestals and Posts. Standards for traffic signals and lighting,
and steel pedestals for cabinets and other similar equipment shall be located as shown on the
plans. Workmanship and finish shall be equal to the best general practice of metal fabrication
shops. All welding shall conform to AWS Dl .l, "Structural Welding Code," and to the
requirements in this Section 209-2.04. All welds joining the shafts of the standards and mast
arms to their base plates shall be as shown on the plans, however, alternative weld joint details
may be approved by the Engineer. Approval of alternative weld joint details will be contingent
upon the proposed weld joint passing both weld procedure and nondestructive testing as
deemed necessary by the Engineer. All costs of the supplemental testing shall be borne by the
Contractor.
All standards except Type 1, and all signal mast arms, shall have an aluminum identiiication
plate, as noted on the plans, attached with stainless steel rivets or screws. Type 1 standards
and steel pedestals for controller cabinets shall be constructed of 3 mrn (.125') or thicker
galvanized steel; or 100 rnm (4") standard weight galvanized, steel pipe or Sue 103, Type 1 conduit, with the top designed for post-top slip-ffier. Standard weight galvanized, steel pipe
shall conform to the specifications of ASTM Designation: A 53. Materials and construction
methods for all ferrous metal parts of standards, with shaft length of 4.6 m (15') and longer, shall conform to the details shown on the plans, the requirements of Sections 206, "Miscellaneous
Metal Items." for Materials and Section 304, "Metals Fabrication and Construction,' for
construction methods except as otherwise noted, and the following requirements:
1) Except as otherwise specified, standards shall be fabricated from sheet steel of weldable
grade having a minimum yield strength, after fabrication, of 276 Mpa (40,000 psi). Certified test reports which verify conformance to the minimum yield strength requirements shall be submitted
to the Engineer. The test reports may be the mill test reports for the as-received steel or, when
_-
02/04/022:01 PM Pafl 2 Standard Suppbrnentsl Pmvtlionr Paps 15 of 52 P.og
the as-received steel has a lower yield strength than required, the Contractor shall provide
supportive test data which provides assurance that the Contractor's method of cold forming will
consistently increase the tensile properties of the steel to meet the specified minimum yield
strength. The supportive test data shall include tensile properties of the steel both before and
after cold forming for specific heats and thicknesses.
2) When a single-ply 8 mm (0.3125') thick pole is specified, a 2-ply pole with equivalent section
modulus may be substituted. Standards may be fabricated of full-length sheets or shorter
sections. Each section shall be fabricated from not more than 2 pieces of sheet steel. Where 2
pieces are used, the longitudinal welded seams shall be directly opposite one another. When
the sections are butt-welded together, the longitudinal welded seams on adjacent sections shall
be placed to form continuous straight seams from base to top of standard.
3) Butt-welded transverse joints shall be strengthened by inserting a metal sleeve at each joint.
The sleeve shall be 3 mm (0.120") nominal thickness, or thicker, steel having the same chemical
composition as the steel in the standard. When the sections to be joined have different
specified minimum yield strengths, the steel in the sleeve shall have the same chemical
composition as the higher minimum yield strength steel to be joined. The metal sleeve shall
have a minimum length of 25 mm. The sleeve shall be centered at the joint and have the same
taper as the standard with the outside of the sleeve in full contact with the inside of the standard
throughout the sleeve length and circumference. All welds shall be continuous. The weld metal
at the transverse joint shall extend to the sleeve, making the sleeve an integral part of the joint.
Longitudinal welds in steel tubular sections will be tested in accordance with California Test 664.
The sampling frequency shall be as determined by the Engineer. The welds may be made by
the electric resistance welding process. All exposed welds, except fillet and fatigue resistant
4) All exposed edges of the plates which make up the base assembly shall be finished smooth
welds and welds on top of mast arms, shall be ground flush with the base metal.
and all exposed corners of the plates shall be neatly rounded unless otherwise shown on the plans. Shafts shall be provided with slip-fitter shaft caps. Standards shall be straight, with a
permissive variation not to exceed 25 mm (I") measured at the midpoint of a 9 m (30) or 11 m
(36) standard and not to exceed 20 mm (3/4") measured at the midpoint of a 5 m (17') through 6
m (20) standard. Variation shall not exceed 25 mm (1") at a point 4.5 m (15') above the base
plate for Type 35 and Type 36 standards.
5) All galvanized nuts, used on assemblies with a specified preload or toque, shall be lubricated
in accordance with the requirements specified for galvanized Grade DH nuts in ASTM
Designation: A 563 or A 563M.
6) Standards with an outside diameter of 300 mm (12") or less shall be round. Standards with
an outside diameter greater than 300 mm (12") shall be round or multisided. Multisided
standards shall have a minimum of 10 sides which shall be convex and shall have a minimum
bend radius of 100 mm (4").
7) Mast arms for standards, shall be fabricated from material as specified for standards and shall conform to the dimensions shown on the plans.
8) The cast steel option for slip bases shall be fabricated from material conforming to the
requirements of ASTM Designation: A 27/A 27M. Grade 70-40. Other comparable material may
accordance with the Steel Founder's Society of America recommendations (green sand
be used if written permission is given by the Engineer. The casting tolerances shall be in
molding). One casting from each lot of 50 castings or less shall be subject to radiographic
inspection, in accordance with the provisions in ASTM Designation: E 94. The castings shall
comply with the acceptance criteria severity level 3 or better for all types and categories of dis-
continuities as Specified in ASTM Designations: E 186 and E 446. If the one casting fails to
pass the inspection or the entire lot of 50 will be rejected. Material certifications consisting of pass the inspection, 2 additional castings shall be radiographed. Both of these castings shall
physical and chemical properties, and radiographic films of the castings shall be filed at the
manufacturer's office. These certifications and films shall be available for inspection upon
request.
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02/ouo22:01 PM Part 2 Standard Supplemental Provlllons Page 16 of 52P-
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ASTM Designation: A 325 or A 325M and shall be galvanized as specified in Section 210-3.6,
9) High-strength bolts, nuts and flat washers used to connect slip base plates shall conform to
"Galvanizing for Traffic Signal Facilities."
10) Plate washers shall be fabricated by saw cutting and drilling steel plate conforming to AIS1
Designation: 1018, and be galvanized as specified in Section 210-3.6, "Galvanizing for Traffic
Signal Facilities."
11) Prior to galvanizing, all burrs and sharp edges shall be removed and holes shall be
chamfered sufficiently on each side to allow the bolt head to make full contact with the washer
without tension on the bolt.
12) High-strength cap screws shown on the plans for attaching mast arms to standards shall
conform to ASTM Designation: A 325, A 325M or ASTM Designation: A 449 and shall comply
with the mechanical requirements of ASTM Designation: A 325 or A 325M after galvanizing.
The cap screws shall be galvanized as specified in Section 210-3.6, "Galvanizing for Traffic
Signal Facilities." The threads of the cap screws shall be coated with a lubricant which is clean
and dry to the touch.
13) The galvanized faying surfaces of the connections between signal or lighting mast arms and
poles shall be free of surface imperfections, such as lumps, runs, and scum, which would
prevent intimate, uniform contact between the faying surfaces.
14) Handholes in the base of standards shall conform to the details shown on the plans. All
handholes shall be provided with covers.
15) Changes in configuration of mast arms will be permitted, provided the mounting height and
stability are maintained. Fabricators electing to use larger than minimum arm diameters shall
adjust the details as required to permit solid seating of the cap screws. All arms shall be bent to
the approximate configuration shown on the plans. A smooth curving arm is required.
conforming to the dimensions shown on the plans. Guard posts shall be constructed of 100 mm
(4") nominal dimension galvanized standard pipe 1.7 m (66") long. Posts shall be set 900 mm
(3') in a block of portland cement concrete, as shown on the plans, and the pipe shall be filled
with portland cement concrete. Push button posts and guard posts shall be pipe conforming to
the specifications of ASTM Designation: A 53.
17) Slip bases shall be assembled and tightened when the pole is on the ground prior to
erection. The threads of the heavy hex nuts for the slip base bolts shall be coated with an
additional lubricant which is clean and dry to the touch. Each high strength slip base bolt shall
be tightened to within 10 Nm (10 foot-pounds), plus or minus, of values in Table 209-2.04(A):
.- 16) Pedestrian push button posts shall be constructed of 65 mm (2 '/*") standard pipe
HIGH STRENGTH SLIP BASE BOLT TORQUE VALUES
Standard Type Torque Foot- Pounds Toque (Newton-meters)
TABLE 2093.04 (A)
15-SB
200 275 31
150 200 30 150 200
36-20A 225 165
Holes left in the shafts of existing standards, due to removal of equipment or mast arms, shall be
damaged galvanized surfaces in Section 210-3.6, "Galvanizing for Traffic Signal Faciliies."
repaired by welding in a suitable disk, grinding smooth, and painting as provided for repairing
When directed by the Engineer, existing standards to be relocated or reused in place shall be
repaired. Large dents shall be removed, shafts shall be straightened, and portions which are in
poor condition due to corrosion or damage, shall be replaced. Extent of repairs or replacements
will be determined by the Engineer and the repairs or replacements ordered by the Engineer will
be paid for as extra work as provided in Section 3-2, "Changes Initiated By The Agency."
"
OU)4/02201 PM Parl 2 Standad Supplemental Pmvbm Page 17 of 52 Pw
.e" Anchor bolts or bars and nuts required for relocating existing standards shall be furnished by the
Contractor. When a standard or mast arm is relocated, or when a used standard or mast arm is
Agency-furnished, new nuts, bolts, cap screws and washers shall be provided and, if the
standard has a slip base, a new keeper plate shall be provided. New hardware shall conform to the requirements for hardware used with new standards. New standards, mast arms, posts and
other ferrous materials shall be galvanized as provided in Section 210-3.6, "Galvanizing for
Traffic Signai Facilities."
209-2.05 Conduit, All conductors shall be run in conduit, except overhead and temporary
installations, and where conductors are run inside poles. Conduit shall be of the sizes shown on
the plans and as specified in this Section 209-2.05. In addition, the Contractor may, as an
option at the Contractor's expense, use conduit of a larger size than that shown or specified,
provided the larger size is used for the entire length of the run from outlet to outlet. Reducing
couplings will not be permitted. New conduit shall not pass through foundations for standards.
209-2.05A Material. Conduit and conduit fittings shall be UL or ETL listed and shall conform
to the following: Type 1. Hot-dip galvanized rigid steel conduit conforming to the requirements in
UL Publication UL 6 for Rigid Metallic Conduit. The zinc coating will be tested in accordance
with ASTM Designation: A 239.
2) Type 2. Hot-dip galvanized rigid steel conduit conforming to Type 1 above and coated with
polyvinyl chloride or polyethylene. The exterior thermoplastic coating shall have a minimum
thickness of 0.9 mm (35 mils).
3) Type 3. Rigid non-metallic conduit conforming to the requirements in the UL Standard for
Rigid Non-Metallic Conduit (Publication UL 651). Type 3 conduit shall be installed at all
underground locations. 4) Type 4. Liquid tight flexible metal conduit shall consist of conduit with a liquid tight, non-
metallic, sunlight-resistant jacket over an inner flexible metal core. Type 4 conduit shall be UL
listed for use as the grounding conductor.
5) Type 5. Intermediate steel conduit (IMC) conforming to the requirements in UL Publication
1242 for Intermediate Metallic Conduit. Type 5 conduit shall only be used when specified.
Bonding bushings to be installed on metal conduit shall be insulated and shall be the galvanized
or zinc alloy type. All conduit installed underground shall be Type 3, rigid non-metallic conduit.
Type 3 conduit shall be installed at underground locations only.
209-2.058 Use. Exposed conduit installed on a painted structure shall be painted the same
color as the structure. Unless otherwise indicated, the minimum metric trade size of conduit
shall be:
1) From an electrolier to the adjacent pull box shall be Size 41 (1'/2" dia).
2) From a pedestrian push button post to the adjacent pull box shall be Size 27 (1" dia).
3) From a signal standard to the adjacent pull box shall be Size 53 (2" dia).
4) From a controller cabinet to the adjacent pull box shall be Sie 78 (3" dia).
5) For detector runs shall be Sue 41 (l'/*" dia
6) Not otherwise specified shall be Size 41 (1 /2" dla).
209-2.OSC Installation. Conduit shall be installed in conformance with the codes and
regulations listed in Section 209-1.02, "Regulations and Code." Conduit runs shown on the plans
may be changed to avoid underground obstructions with written approval by the Engineer. The
ends of all conduits, whether shop or field cut, shall be reamed to remove burrs and rough
edges. Cuts shall be made square and true. Slip joints or running threads will not be permitted
for coupling conduit. When a standard coupling cannot be used for coupling metal type conduit,
a UL or ETL listed threaded union coupling shall be used. All couplings for metal type conduit
shall be tightened to provide a good electrical connection throughout the entire length of the conduit run. Conduit shall be tightened into couplings or fMings using strap wrenches or
ozmmz2:oI PM Pari 2 Standard Suppbmntal Pm~hii~ Page 18 of 52P.gel
-.
). ,
.." approved groove joint pliers. Conduit threads and damaged surfaces on metal conduit shall be
painted with 2 applications of approved unthinned zinc-rich primer (organic vehicle type)
conforming to the requirements in Section 210-3.6, "Galvanizing for Traffic Signal Faciliies."
Aerosol cans shall not be used.
to protect the raceway against dirt and concrete until wiring is started. When caps or 'pennies"
The ends of conduit shall be threaded and shall be capped with standard pipe caps or 'pennies"
Conduit terminating in pull boxes or foundations shall be provided with insulated bonding
are removed, the ends of conduit and conduit fittings shall be provided with conduit bushings.
bushings
Conduit bends, except factory bends, shall have a radius of not less than 6 times the inside
diameter of the conduit. Where factory bends are not used, conduit shall be bent, without
crimping or flattening, using the longest radius practicable.
A No, 12 copper pull wire or a pull rope shall be installed in all conduits which are to receive
future conductors. The pull rope shall be nylon or polypropylene with a minimum tensile strength
of 2225 N (500 pounds). At least 0.6 m (2') of pull wire or rope shall be doubled back into the
conduit at each termination. Existing underground conduit to be incorporated into a new system
shall be cleaned with a mandrel or cylindrical wire brush and blown out with compressed air.
Conduit shall be laid to a depth of not less than 460 mm (18") below grade in portland cement
concrete sidewalk areas and curbed paved median areas, and not less than 750 mm (30') below
finished grade in all other areas. Conduit may be laid on top of the existing pavement within new
curbed medians being constructed on top of the existing pavement. Conduit couplings shall be
located at least 150 mm (6") from face of foundation.
209-2.06 Pull Boxes. Pull boxes shall be installed at the locations shown on the plans or as
specified. The Contractor may, as an option, at the Contractor's expense, use pull boxes of a
larger standard sue than that shown or specified.
209-2.06A Materials. Pull boxes, covers and extensions for installation in the ground or in
sidewalk areas shall be of the sizes and details shown on the plans and shall be precast of
reinforced portland cement concrete (PCC) or of non-PCC material. Non-PCC material shall be
fire resistant and shall not bum at a rate greater than 8 mm (0.3") per minute per 2.5 mm (0.1")
of thickness when tested in accordance with ASTM Designation: D 635. The non-PCC material
shall show no appreciable change in physical properties with exposure to the weather. Non-
PCC material shall be dense and free of voids or porosity, and shall be a gray or brown color. Top dimensions of non-PCC pull boxes shall not exceed the bottom dimensions by more than
25 mm (I.). Extensions for non-PCC pull boxes shall be of the same material as the pull boxes,
and shall be attached to the pull boxes in a manner that will maintain the minimum combined
depths shown on the plans. Non-PCC pull boxes shall be of suffkient rigidity that when a des-
the top while the opposite long side is supported by a rigid surface, it shall be possible to remove ignated concentrated force is applied perpendicularly to the midpoint of one of the long sides at
the cover without the use of tools. The designated concentrated force shall be 650 N (150 Ibs.)
for a No. 31I2 pull box and shall be 450 N (I00 Ibs.) for a No. 5 or No. 6 pull box. When a
vertical force of 6500 N (1.500 Ibs.) is applied, through a 13 mm (1/12") x 75 mm (3") x 150 mm
(6") steel plate, to a non-PCC cover in place on a pull box, the cover shall not fail and shall not
axis coinciding with the longitudinal axis of the cover. Where a ballast or transformer or other device is to be placed in a non-metallic pull box, the box shall be provided with recesses for a
hanger. Pull boxes and covers for installation in structures shall be of the sizes and details
shown on the plans. Each No. 7 ceiling pull box located near a flush soffit fixture and to be used
02m41022:01 PM Part 2 Standard Supplemental PrOvilbns Plge I9 Ol52P.P..
~-
" defledt more than 6 mm ('I,"). The steel plate shall be centered on the cover with its longitudinal
," to house the ballast for the fixture shall be provided with mounting brackets for the ballast and
any required capacitors.
Covers, except covers for ceiling pull boxes, shall be secured with 9 mm (3/gy) bolts, cap screws,
or studs, and nuts which shall be of brass, stainless steel or other non-corroding metal material.
Stainless steel holddown bolts, cap screws or studs, and nuts and washers shall have a
chromium content of not less than 18 percent and a nickel content of not less than 8 percent.
All ferrous metal parts shall be galvanized in accordance with the provisions in Section 210-3.6,
"Galvanizing for Traffic Signal Facilities."
209-2.068 Cover Marking. Covers for pull boxes, except covers for ceiling pull boxes, shall
be marked as shown on the plans. Marking shall be clearly defined and uniform in depth and
may be placed parallel to either the long or short sides of the cover. Marking letters shall be
between 25 mm (I") and 75 mm (3") high. Marking shall be applied to each steel or cast iron
cover prior to galvanizing by one of the following methods:
(a) Cast iron strips, at least 6 mm (1/4") thick, with the letters raised a minimum of 1.5 mm
Strips shall be fastened to covers with 6 mm ('I4") flathead stainless steel machine bolts and
nuts. Bolts shall be peened after tightening.
(b) Sheet steel strips at least 0.7 mm (22 ga.) with the letters raised a minimum of 1.5 mm
above the surrounding surface of the strips. Strips shall be fastened to covers b s ot welding,
tack welding or brazing, with 6 mm (1/4") stainless steel rivets, or with 6 mm ( /,") roundhead
stainless steel machine bolts and nuts. Bolts shall be peened after tightening.
(c) Bead welding the letters on the covers. The letters shall be raised at least 2 mm ('/=").
209-2.06C Installation and Use. Pull boxes shall be installed at the locations shown on the
plans and, in conduit runs exceeding 60 m(200), shall be spaced at not over 60 m (200)
intervals. The Contractor may, at the Contractor's expense, install additional pull boxes to
facilitate the work. The bottoms of pull boxes installed in the ground or in sidewalk areas, shall
be bedded in crushed rock as shown on the plans.
209-2.08 Conductors. Conductors shall be copper of the gage shown on the plans, unless
specified otherwise. Copper wire shall conform to the specifications of ASTM Designations: B 3
and B 8.
Wire sues, other than conductors used in loop detector lead-in cable, shall be based on
American Wire Gage (AWG), except that conductor diameter shall be not less than 98 percent
of the specified AWG diameter. Conductors for branch circuits shall be sized to prevent a
voltage drop exceeding 3 percent at the furthest connected load, while drawing the combination
of all connected loads capable of simultaneous operation. The maximum voltage drop for both
feeders and branch circuits shall not exceed 5 percent at the furthest connected load, while
drawing the combination of all connected loads capable of simultaneous operation. Conductors
used in loop detector lead-in cable shall conform to the specifications of ASTM Designation:
B 286. A Certificate of Compliance conforming to the provisions in Section 4-1 5, 'Certification," shall be submitted by the manufacturer with each type of cable to be used on a project.
209-2.08A Conductor Identification. All single conductors in cables, except detector lead-in
cables, shall have clear, distinctive and permanent markings on the outer surface throughout the
entire length showing the manufacturer's name or trademark, insulation type letter designation,
shall be of a solid color or of basic colors with a permanent colored stripe as detailed in the
following table unless otherwise spcified. Solid or basic colors shall be homogeneous through
the full depth of insulation. Identification stripes shall be continuous over the entire length of the
conductor. For conductor sizes No. 2 and larger, the insulation may be black and the ends of
oz104/ou:o1 PM Part 2 Standard Supplemental Provisions Pago 20 Of 52Pwpa
YP
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,- conductor sue, voltage rating and the number of conductors if a cable. Conductor insulation
?" the conductors shall be taped with electrical insulating tape of the required color for a minimum
of 500 mm (20"). All single conductors in cables shall be marked as shown in Table 209-2.06A
(A):
ircuit I Signal Phase or function
,6 ....................................
ehicle Signals
,8 .................................... Red, Yellow. Brow
Red, Yellow. Brow
.5 Red, Yellow, Brow
.7 .................................... Red, Yellow. Brow ....................................
(Note 4)
edestrian Signals
(Note 4) - edestrian Push Buttons
(Note 4)
raffic Sirtnal ontrolleiCabinet
UII BOX to ighway Lighting
uminaire (Note 9)
ultiple Highway
ighting
ighting
ontrol
ultiple Service
ign Lighting (Note 8)
lashing Beacons (Note 7)
rounded 8 Common
TABLE 209-2.08A (A)
CONDUCTORS
Insulation Colors
Identification 3
I
I.
1
1
1
1
"
"
"
"
"
"
"
"
"
"
"
" -
L
nterconnect
ailroad Pre-Emption ..
pares .........................
Notes:
I
p,6p ................................ Red, Brown p.6~ ................................ Red, Brown p,5p ................................ ................................ Red, Brown
................................ ................................ ................................ ................................
nrtrounded between Service
Blue
Black witch 8 Cabinet .............. I
narounded-Line 1
Red ........... Black
. rounded ..........................
ngrounded-Line 2
White
Red
ngrounded to
Black ngrounded-Line 1
Photoelectric Unit (PEU) Black
witching leg fmm PEU unit
or SM transformer ..........
ngrounded-Line 1 (Signals)
Red
Black
ngrounded-Line 2 (Lighting)
ngrounded-Line 1
Red (Note 10) ........... Black
........... ...........
nrtrounded-Line 2 ........... I Red
Grounded between Flasher
edestrian Push Buttons..
and Beacons
ignals 8 Multiple Lighting
Red or Yellow
White
White lashing Beacons 8 Sign Lighting ighting Control White
ultiple Service
White ................ White
omnmn ........................... White
lash ................................. Orange ial 2 ................................ Orange ial 3 ................................ Orange
.................
................
ffset ................................ Orange Black
Black
~
(Note 1)
Stripe
Black
Orange None Purple
Orange
Black
None
Orange
Black
None
None
None None
None
None
None None
None
None
None
None
None
None
None
Black None None
None
None
None
None
None
None None
None
-
-
Purple
None -
(Note 6) Size
Note 11 ................... 4.0 2.6 ................... ...................
3,7 14
1.5 14 ...................
P-2.P-6 ............. P4.P-8 ............. 14 P-1.P-5 ............. 14 P-3,P-7 ............
CON-1 .............. I 6 CON-2 ..............
40 band re uir ML1 .................. MU ..................
c1 ................... 14
.................... * c2
SL-1 ................ 10 SL-2 ................ 10
0Muo2201 PM Part 2 Standard Supptemental Proviaions P.ge 21 of 52 P.g.8
- 1. On overlaps, insulation is striped for first phase in designation, for example, a phase (2+3) conductor is striped as
2. Band for overlap and special phases as required.
4. These requirements do not apply to signal cable.
3. Flashing beacons having separate service do not require banding.
5. 's' if circuit is switched on line side of service equipment by utility.
6. Band conductors in each pull box and near ends of termination points. On signal light circuits, a single band may
7. Ungrounded conductors between service switch and flasher mechanism shall be black and banded as indicated
E. Conductors between ballasts and sign lighting lamps shall be No. 16 and color shall correspond to that of lhe
9. Both conductors between external H.I.D. ballast and lamp socket shall be black. 10. Black acceptable for sue No. 2 and larger. Tape ends for 500 rnm (20") with indicaled color.
11. Wire sizes listed ere minimums. Ampacity requirements of specific circuits or voltage drop may necessitate
209-2.088 Multiple Circuit Conductors. Conductors for multiple circuits shall be UL or ETL
listed and rated for 600-volt operation. The insulation for No. 14 through No. 4 conductors shall
be one of the following: 1) Type TW polyvinyl chloride conforming to the requirements of ASTM Designation: D 2219.
2) Type THW polyvinyl chloride.
3) Type USE, Type RHH or Type RHW cross-linked polyethylene.
for phase 2.
be placed around 2 or 3 ungrounded conductors comprising a phase.
in this column.
ballast leads.
larger conductors.
At any point, the minimum thickness of any Type TW, THW, USE, RHH or RHW insulation shall be 1.0 mm (40 mils) for conductor sizes No. 14 to No. 10, inclusive, and 1.3 mm (54 mils) for
No. 8 to No. 2, inclusive. The insulation for No. 2 and larger conductors shall be one of the - types listed above or shall be Type THWN. Conductors for wiring wall luminaires shall be
stranded copper, with insulation rated for use at temperatures up to 125'C. Overhead lighting
conductors shall be No. 6, or larger, medium hard drawn copper with weatherproof covering.
209-2.08C Series Circuit Conductors. Conductors for series circuits shall be No. 8, shall be
rated for 5000-volt operation and shall be insulated with 3.7 mm (150 mils) minimum thickness
polyvinyl chloride compound conforming to the specifications of ASTM Designation: D 2219, or polyethylene conforming to the specifications of ASTM Designation: D 1351.
1) 209-2.08D Signal Cable. Sianal cable shall be installed. Individual conductors are not
allowed. Signal cable shall conform to the following: The cable jacket shall be black
polyethylene with an inner polyester binder sheath, and shall be rated for 600- volt and 75'C. All cables shall have clear, distinctive, and permanent markings on the outer surface throughout
the entire length of the cable showing the manufacturer's name or trademark, insulation
designation, number of conductors, conductor sizes, and the voltage rating of the jacket. Filler
material, if used, shall be polyethylene material. Individual conductors in the cable shall be solid
"Conductors," and ASTM Designation: B 286. The minimum thickness of Type THWN
copper with Type THWN insulation, and shall conform to the requirements in Section 209-2.08,
insulation, at any point, shall be 0.3 mm ( 13 mils) for conductor sizes No. 14 and No. 12, and
0.4 mm (18 mils) for conductor size No. 10. The minimum thickness of the nylon jacket shall be
0.1 mm (4 mils) at any point.
ThrwConductor Cable (3CSC). The 3-conductor signal cable shall consist of three No. 14
a minimum thickness at any point of 0.9 mm (36 mils). The nominal outside diameter of the
conductors. The cable jacket shall have a minimum average thickness of 1 .l mm (45 mils) and
cable shall not exceed 10 mm (0.10"). The color code of the conductors shall be blue/bla&
stripe, bluelorange stripe, and whitahlack stripe. The 3 conductor cable shall be used for
pedestrian push buttons and a spare.
02/(341022:01 PM Parl 2 Standard Suppbmentll Proviaions Ploe 22 of52P.pa
_-
conductors. The cable jacket shall have a minimum average thickness of 1.1 mm (45 mils) and
Fiveconductor Cable (SCSC). The 5-conductor signal cable shall consist of five No. 14
shall have a minimum thickness at any point of 0.9 mm (36 mils). The nominal outside diameter
of the cable shall not exceed 13 mm (0.50"). The color code of the conductors shall be red,
yellow, brown, black, and white.
Nine-Conductor Cable (9CSC). The 9-conductor cable shall consist of eight No. 14 conductors
and one No. 12 conductor. The cable jacket shall have a minimum average thickness of .5 mm
(60 mils) and shall have a minimum thickness at any point of 1.2 mm (48 mils). The nominal
conductor shall be white. The color code for the No. 14 conductors shall be as Table 209- outside diameter of the cable shall not exceed 17 mm (0.70"). The color code for the No. 12
2.08D(A):
NINE-CONDUCTOR CABLE SIGNAL CABLE
TABLE 209-2.08D(A)
Insulation Colors
red I yellow/black stripe
yellow I brownhlack stripe
brown I black
redlblack stripe I whitelblack stripe
Twelve-Conductor Cable (12CSC). The 12-conductor signal cable shall consist of eleven No.
14 conductors and one No. 12 conductor. The cable jacket shall have a minimum average
mils). The nominal outside diameter of the cable shall not exceed 17 mm (0.70"). The color
code for the No. 12 conductor shall be whie. The color code and functional connections for the
No. 14 conductors shall be as Table 209-2.08D(B), unless otherwise approved by the Engineer:
-- thickness of 1.5 mm (60 mils) and shall have a minimum thickness at any point of 1.2 mm (48
TABLE 2093.08D(B)
TWELVE -CONDUCTOR CABLE SIGNAL CABLE
The 12-conductor cable shall be used for vehicle signals, pedestrian signals, spares and the
signal common.
-. Twenty Eight-Conductor Cable (28CSC). The 28conductor signal cable shall consist of 27
thickness of 2 mm (80 mils) and shall have a minimum thickness at any point of 1.6 mm (64
No. 14 conductors and one No. 10 conductor. The cable jacket shall have a minimum average
code for the NO. 10 conductor shall be whie. The color code and functional connections for the mils). The nominal outside diameter of the cable shall not exceed 23 mm (0.90'). The color
ozxumz:o1 PM Pad 2 Standard Supplemental Provisions Pago 23 of 52Pw
/" No. 14 conductors shall be as Table 209-2.08D(C)
TABLE 209-2.08D(C)
TWENTY EIGHT -CONDUCTOR CABLE SIGNAL CABLE
1) The signal commons in each 28-conductor cable shall be kept separate except at the
2) Each 28-conductor cable shall be labeled in each pull box 'Cl" or 'C2",.
signal controller.
3) The cable identified 'CI" shall be used for signal Phases 1, 2, 3 and 4. The cable
identified 'C2" shall be used for signal Phases 5, 6, 7 and 8.
4) Each signal cable, except 28-conductor, shall be marked. in each pull box, showing the
signal standard to which it is connected.
209-2.08E Signal Interconnect Cable (SIC). Signal Interconnect Cable shall consist of six or
omm22:01 PM Pari 2 Standard Supplemental Provisions Page 24 of 52Pm
- twelve No. 20, minimum, stranded tinned copper conductors as shown on the plans or required
herein. Each conductor shall be insulated with 0.33 mm (0.013"). minimum nominal thickness,
color coded, polypropylene material. Conductors shall be in twisted pairs. Color coding shall
distinguish each pair. Each pair shall be wrapped with an aluminum polyester shield and shall
have a No. 22 or larger, stranded, tinned copper drain wire inside the shielded pair. The cable
jacket shall be black, high density polyethylene, rated for a minimum of 300- volts and 60°C and
shall have a nominal wall thickness of 1.0 mm (40 mils), minimum. The cable jacket or the
moisture-resistant tape directly under the outer jacket shall be marked with the manufacturer's
temperature ratings. Splices shall be made only where shown on the plans or in controller name, insulation type designation, number of conductors and conductor sue, and voltage and
cabinets. A minimum of one meter (3) of slack shall be provided at each splice and 2 m (6) at
each controller cabinet. Splices of conductors shall be insulated with heat-shrink tubing of the
appropriate size and shall overlap the conductor insulation at least 15 mm (0.5"). The overall
cable splice shall be covered with heat-shrink tubing, with at least 40 mm (l'h") of overlap of the
cable jacket.
209-2.09 Wiring. All conductors shall be run in conduit, except overhead and temporary
with the regulations and code listed in Section 209-1.02, "Regulations and Code," and the
installations and where conductors are run inside poles. Wiring shall be done in conformance
following additional requirements:
209-2.09A Circuitry. Sufficient traffic signal light conductors shall be provided to perform the
functional operation of the signal and, in addition thereto, 3 spare conductors shall be provided
Traffic signal light conductors shall not run to a terminal block on a standard unless they are to
be connected to a signal head that is mounted thereon. Connection to each terminal of a
pedestrian push button shall be by a single conductor. The common for pedestrian push button
circuits shall be separate from the traffic signal light circuit grounded conductors. Where
transformer to transformer, and from ballast or transformer to service. ballasts or transformers are used, series conductors shall be run from ballast to ballast,
209-2.098 Installation. A UL or ETL listed inert lubricant shall be used in placing conductors
in conduit. Conductors shall be pulled into conduit by hand and the use of winches or other
power actuated pulling equipment will not be permitted. All conductors shall be Dulled directly
from the SDOOI into the conduit and shall not be draaaed on the around as to cause damaae to
the conductors. When new conductors are to be added to existing conductors in a conduit, all
conductors shall be removed; the conduit shall be cleaned as provided in Section 209-2.05C,
traffic signal light conductors are run in lighting standards containing street lighting conductors
"Installation"; and both old and new conductors shall be pulled into the conduit as a unit. Where
from a different service point, either the traffic signal light conductors or the lighting conductors
shall be encased in flexible or rigid metal conduit, to a point where the 2 types of conductors are
enclosed in flexible or rigid metal conduit.
no longer in the same raceway. Temporary conductors less than 3 m (10) above grade shall be
At least 0.3 m (1 ') of slack shall be left for each conductor at each signal or lighting standard, or
combined standard, and at least one meter (3) of slack at each pull box. At least one meter (3)
of slack shall be left for each conductor at each splice. Ends of spare conductors or conductors
terminated in pull boxes shall be taped to provide a watertight seal.
together with self-clinching nylon cable ties, or other method approved by the Engineer. Traffic
Conductors within fixtures or service cabinets shall be neatly arranged and shall be cabled
signal light conductors, interconnect conductors, service conductors, detector conductors and
cables in controller cabinets and flashing beacon cabinets shall be neatly arranged, and shall be
" in all conduits containing traffic signal light conductors, unless shown otherwise on the plans.
c
02/M1022:01 PM Pan z Standard Suppbnmntal Prwkiins Pago 25 Of 52PaQea
- cabled together with seK-clinching nylon cable ties, or enclosed in plastic tubing or raceway.
Conductor identification shall be provided under the following conditions:
I) Where signal phase or circuit are not clearly indicated by conductor insulation color and
stripe as detailed in the conductor table in Section 209-2.08. "Conductors," or when identi-
fication stripes are not available, marking shall be as detailed in the conductor table for
special and overlap phases. 2) Where metered and unmetered conductors occupy the same pull box, the unmetered
circuit conductors shall be identified, 'UNMETERED-STREET LTG," 'UNMETERED-COUNT
STATION," or as appropriate to describe the unmetered circuit.
Conductors shall be permanently identified as to function. Identification shall be placed on each
conductor, or each group of conductors comprising a signal phase, in each pull box and near the
end of terminated conductors. Identification shall be by direct labeling, tags or bands fastened
to the conductors in such a manner that they will not move along the conductors. Labeling shall
be by mechanical methods.
209-2.09C Connectors and Terminals. Conductors shall be joined by the use of UL or ETL
listed crimp type connectors as shown on the plans. Connectors and terminals shall be applied
with the proper type tool as recommended by the manufacturer of the connector or terminal
being used. Finished connections and terminals shall comply with the requirements of Military
Specification MIL-T-7928. All stranded conductors smaller than No. 14 shall be terminated in
crimp style terminal lugs. All connectors and terminal lugs for conductor sizes No. 8 and smaller
shall be soldered by the hot iron, pouring or dipping method. Open flame soldering will not be
permitted.
209-2.091) Splicing and Terminations. Unless specified otherwise or permitted by the
Engineer, splices shall conform to the details shown on the plans and will be permitted only in
the following types of circuits at the following locations:
2) Pedestrian push button conductors in pull boxes.
1) Grounded conductors in pull boxes.
3) Multiple or series lighting conductors in the pull box adjacent to each electrolier or
luminaire location or in the bases of Type 21 standards. Where electroliers are more than
120 m (400) apart, splices will be permitted in pull boxes at 120 m (400), or greater, in-
tervals.
4) When traffic signals are being modified, ungrounded traffic signal light conductors may be
spliced in pull boxes at locations shown on the plans.
5) Ungrounded traffic signal light conductors to a terminal compartment or signal head on a
standard may be spliced to through conductors of the same phase in the pull box adjacent to
the standard.
6) All splices and terminal lugs for conductor sizes No. 8 and smaller shall be soldered by the
hot iron, pouring or dipping method. Open flame soldering will not be permitted.
209-2.09E Splice Insulation. All splices shall be capable of satisfactory operation under
continuous submersion in water. Multi-conductor cables shall be spliced and insulated to
Where more than one conductor enters the sleeve of a ballast installed in a pull box, the
provide a watertight joint and to prevent absorption of moisture by the cable.
watertight joint. insulation and taping shall be applied between the conductors in such a manner as to provide a
Splice insulation shall conform to the details shown on the plans.
Low-voltage tape shall be UL or ETL listed and shall be the.following types:
.- i
1) Self-fusing, oil and flame-resistant, synthelic rubber. 2) Pressure-sensitive, adhesive, polyvinyl chloride, 0.15 mm (0.007') minimum thickness.
o2mrn22:o1 PM PaT( 2 Standard Suppbmental Provisions Paw 26 of 52 Paw
,-
Tape for insulating splices in high-voltage (over 600 V) circuits shall be designed for use on
5-kvolt circuits and shall be resistant to ozone, corona and water. Insulating pad shall be
composed of a laminate of 2 mm (0.085") thickness of electrical grade polyvinyl chloride and a 3
mm (0.125") thickness of butyl splicing compound with removable liner. . Heat-shrink tubing
shall be medium or heavy wall thickness, irradiated polyolefin tubing containing an adhesive
mastic inner wall. Minimum wall thickness prior to contraction shall be one millimeter (39 mils).
When heated, the inner wall shall melt and fill all crevices and interstices of the object being
covered while the outer wall shrinks to form a waterproof insulation. Each end of the heat shrink
tube or the open end of the end cap of heat-shrink tubing shall, after contraction, overlap the
conductor insulation at least 38 mm (1%"). Heat-shrink tubing shall conform to the requirements
of UL Standard 468D and ANSI Cll9.1, for extruded insulated tubing at 600-V. All heat-shrink
tubing shall also meet the requirements of Table 209-2.09E(A):
HEATSHRINK TUBING
TABLE 209-2.0SE(A)
Property
33 percent, maximum, of supplied diameter when heated to 125'C and Shrinkage Ratio
Requirement
allowed to cool to 25°C.
Dielectric Strength 140 kV per 10 mm, minimum.
Resistivity 1013 ' mm, minimum.
Tensile Strength
Water Absorption
-4O'C to 90°C (135°C Emergency). Operating Temperature
14 MPa, minimum.
0.5 percent, maximum.
When three or more conductors are to be enclosed within a single splice using heat-shrink tubing, mastic shall be placed around each conductor, prior to being placed inside the heat-
shrink tubing. The mastic shall be the type recommended by the manufacturer of the heat-
shrink tubing. After contraction, the ends and seams of heat-shrink tubing shall be painted with
electrical insulating coating. Heat-shrink tubing shall not be heated with an open flame. A
heating device designed for the purpose is required.
The Contractor may, at the Contractor's option, use either of the following splice insulation
methods:
pad shall be used. Pads shall be applied to the splice in accordance with the manufacturer's
1) "Method B" as shown on the plans. A minimum of 2 thicknesses of electrical insulating
2) Heat-shrink tubing as provided above.
recommendations.
209-2.09F Fused Splice Connectors. In the pull box adjacent to each luminaire a fused
disconnect splice connector shall be installed in each ungrounded conductor between the line
and the ballast. The connector shall be readily accessible in the pull box regardless of whether
the ballast is remote or is integral with the luminaire.
For 240-volt and 480-volt circuits, each connector shall be designed so that both ungrounded
conductors are disconnected simultaneously. The connector shall have no exposed metal parts,
except the head of a stainless steel assembly screw may be exposed. The head of the metal
which surrounds the head.
The splice connector shall completely enclose the fuse and shall protect the fuse against
damage from water and weather. The contact between the fuse and fuse holder shall be by
.. assembly screw shall be recessed a minimum of 0.8 mm ('&") below the top of a plastic boss
ouuIozz:o1 PM Part 2 Standard Supplemental Provbions P.pe.27 of 52 Pagea
, .- spring pressure. The terminals of the splice connector shall be rigidly crimped, using a tool of
the type recommended by the manufacturer of the fused splice connector, onto the line
conductors and the conductors to the ballasts and shall be insulated and made waterproof in
accordance with the splice connector manufacturer‘s recommendations. Fused splice
connectors shall not be used in series circuits. Fuses shall be standard midget, ferrule type, with
“Non-Time-Delay” feature, and shall be 10 mm (13/3zy) x 38 mm (l’/zy).
209-2.10 Bonding and Grounding. Metallic cable sheaths, metal pull box covers, metal
conduit, equipment grounding conductors, ballast and transformer cases, service equipment,
sign switches, and metal poles and pedestals shall be made mechanically and electrically
secure to form a continuous system, and shall be effectively grounded. Bonding jumpers shall
be copper wire or copper braid of the same cross sectional area as No. 6 for series lighting
systems and No. 8 or larger for all other systems. The jumper size shall be increased to match
the load or the circuit breaker size, or shall be as shown on the plans. Equipment grounding
conductors shall be color coded to Code requirements or shall be bare.
I
The bonding jumper in standards with handholes shall be attached by a 4.5 mm (3/rs”) or larger
brass bolt and shall be run to the conduit or bonding wire in the adjacent pull box. Standards
without handholes shall be bonded by a jumper attached to all anchor bolts, and shall be run to
the conduit or bonding wire in the adjacent pull box. Grounding jumper shall be visible after cap has been placed on foundation. Where slip base standards or slip base inserts are installed, the
bonding jumper shall not intrude into the slip plane. Bonding shall be accomplished by a
bonding strap to all anchor bolts or a 4.5 mm (3/rs7 or larger brass bolt installed in the bottom slip
base plate.
One side of the secondary circuit of series-multiple and stepdown transformers shall be
grounded.
Grounding of metal conduit, service equipment and the grounded conductor at service point
shall be accomplished as required by the Code and the serving utility, except that grounding
electrode conductor shall be No. 6, or larger. For equipment grounding purposes in Type 3
conduit, a No. 6 copper wire shall be run continuously in circuits used for series lighting, and a
No. 8, minimum, copper wire shall be run continuously in all other circuits. The bonding wire
size shall be increased to match the circuit breaker size, or shall be as shown on the plans.
Where Type 3 conduit is to be installed for future conductors, the copper wire may be omitted.
Equipment bonding and grounding conductors are not required in conduits which contain only
loop lead-in cable or signal interconnect cable or both.
At each multiple service disconnect location, a ground electrode shall be furnished and installed.
Ground electrodes shall be one-piece lengths of galvanized steel rod or pipe not less than IO
mm (%“) in diameter, or of copper clad steel rod not less than 15 mm (%,”) in diameter. Ground
electrodes shall be installed in accordance with the provisions of the Code. The service
equipment shall be bonded to the ground electrode by use of a ground clamp or exothermic weld
and No. 6 or larger copper wire, enclosed in a size 16 or larger diameter conduit.
Size 16 galvanized, malleable iron conduit hub with swivel feature. On wood poles, all metallic
Ground clamp for service grounding and for grounding of equipment on wood poles shall be
equipment mounted less than 2.4 m (8’) above ground surface shall be grounded. Bonding of
jumpers. Bonding of metallic conduit in metal pull boxes shall be by means of locknuts, one
metallic conduit in non-metallic pull boxes shall be by means of bonding bushings and bonding
inside and one outside of the box.
209-2.11 Service. Electrical service installation and materials shall conform to the
requirements of the serving utility. When the service equipment is to be installed on a utility-
owned pole, the Contractor shall furnish and install conduit, conductors and all other necessary
material to complete the installation of the service. The position of the riser and equipment will
be determined by the utility. Service conduit shall conform to the requirements of the serving
utility and shall be not less than Size 41 (1'1; dia.).
Where a kilowatt-hour meter is required, a meter socket with sealing ring, as approved by the
serving utility, shall be furnished and installed. Where a meter socket is installed, the meter
enclosure shall be provided with factory installed test bypass facilities as required by the serving
utility. Service equipment shall be installed as soon as possible to enable the utility to schedule
its work well in advance of the completion of the project.
Each service shall be provided with a circuit breaker which shall simultaneously disconnect all
ungrounded service entrance conductors. All circuit breakers shall be quick-break on either
automatic or manual operation. The operating mechanism shall be enclosed and shall be trip
free from the operating handle on overload. Circuit breakers shall be trip-indicating, shall have
frame sue plainly marked and shall have trip rating clearly indicated on the operating handle.
Overload tripping of breakers shall not be influenced by an ambient temperature range of from
-18°C to 50°C. Multiple-pole breakers shall be the internal trip type. All circuit breakers shall be
listed by UL or ETL. Current rating of breakers shall be as shown on the plans. Circuit breakers
used as service disconnect equipment shall have a minimum interrupting capacity of 10 000 A,
rms. Circuit breakers shall be enclosed in a NEMA raintight enclosure with dead-front panel and
hasp with a 11 mm ('Its") hole for a padlock. The padlock will be furnished by others. Service
equipment enclosures, except Types II and 111, shall be galvanized. Types II and Ill service
equipment enclosures shall be fabricated from galvanized sheet steel or fabricated from sheet
steel and zinc or cadmium plated after fabrication, or shall be fabricated from aluminum.
Fabrication of service equipment enclosures shall conform to the requirements of Section 209-
3.04A, "Cabinet Construction.' Steel enclosures shall be painted in accordance with the
provisions in Section 209-2.16, 'Painting." All overlapping exterior seams and doors shall meet
the requirements for Type 3R enclosures specified in the NEMA Enclosure Standards.
Except for falsework lighting and power for the Contractor's operations, upon written request by
the Contractor, the Engineer will arrange with the serving utili to complete service connections
for both temporary and permanent installations and the Agency will pay all costs and fees
required by the utilii. The request shall be submitted not less than 15 days before service
connections are required. Except for falsework lighting and power for the Contractor's opera-
tions, upon written request by the Contractor, the Engineer will arrange for furnishing electrical
energy. Energy used prior to completion of the contract will be charged to the Contractor, except
that the cost of energy used for public benefit, when an operation is ordered by the Engineer, will
be at the expense of the Agency.
Full compensation for furnishing and installing Agency-owned or permanent service poles,
service equipment, conduit, conductors and pull boxes (including equipment, conduit, and conductors placed on utility-owned poles) shall be considered as included in the contract item of
electrical work involved and no additional compensation will be allowed therefor. Where the
service point is indeterminate and is shown on the plans as an "approximate location" or "service
point not yet established", the labor and materials required for making the connection between
the service point, when established, and the nearest pull box shown on the plans will be paid for
as extra work as provided in Section 3-3, "Extra Work."
209-2.12 Wood Poles. Wood poles for service or temporary installations shall be ANSI
Class 5, or larger. Poles shall not have more than 180 degrees twist in grain over the full length.
omm22:01 PM Part 2 Standard Supplemental PrOYDiont Pago 29 of 52
"
I Sweep shall be no more than 100 mm (4"). Tops of poles shall be beveled. Poles shall be
for service poles and 10.7 m (35') for other poles, unless otherwise specified.
placed in the ground to a depth of at least 1.8 m (6). The lengths of poles shall be 7.6 m (25')
After each wood pole is set in the ground, the space around the pole shall be backfilled with
selected earth or sand, free of rocks and other deleterious material, placed in layers
approximately 100 mm (4") thick. Each layer shall be moistened*and thoroughly compacted.
Mast arms for wood pole installations shall be fabricated from standard pipe, free from burrs.
for mast arm and tie-rod cross arm. Tie rods shall be of structural steel and pipe. Mast arms for
Each mast arm shall be provided with an insulated wire inlet and wood pole mounting brackets
luminaires shall be mounted to provide a mounting height of 9.1 m (30). Mast arms for traffic
signals and flashing beacons shall provide a minimum vertical clearance of 5.2 m (17') from
bottom of equipment to the pavement.
Wood poles, not to be painted, shall be pressure treated after fabrication with creosote,
With Preservatives." All wood poles shall be pressure treated after fabrication with ammoniacal pentachlorophenol (oil bome) or copper naphthenate as provided in Section 204-2, "Treatment
copper arsenate, chromated copper arsenate or ammoniacal copper zinc arsenate as provided
in Section 204-2, "Treatment With Preservatives." The minimum retention for water borne
preservatives shall be that specified for posts.
209-2.13 Sign Control. Each sign illumination installation shall be provided with a disconnect
circuit breaker mounted on the sign standard or structure, as shown on the plans. Where the sign lighting is served from a series lighting circuit through a series-multiple transformer, the
through a multiple-multiple transformer, the circuit breaker shall be installed in the primary circuit.
circuit breaker shall be installed in the secondary circuit. Where the sign lighting is served
Circuit breakers shall meet the requirements for circuit breakers in Section 209-2.1 1, 'Service."
Enclosure for the circuit breaker shall be NEMA Type 3R, shall be galvanized or shall be
cadmium plated, and shall be provided with dead front panel and a hasp with a 11 mm ('/,e") diameter hole for a padlock. Padlocks will be furnished by others. When the sign structure is to
be painted, the circuit breaker or sign switch enclosure shall be painted the same color as the
sign structure on which it is mounted.
209-2.14 Testing. Attention is directed to Section 4-1.4, "Test of Materials." Testing shall
conform to the following:
testing location designated by the Engineer. Testing will be performed by the Agency. Testing
209-2.14A Materials Testing. Material and equipment to be tested shall be delivered to a
and quality control procedures for Model 170 and Model 2070 controller assemblies shall
conform to the requirements in "Transportation Electrical Equipment Specifications," and 'Traffic
Signal Control Equipment Specifications," issued by the State of Callfornia, Department of
Transportation, and to all addendums thereto current at the time of project advertising. Testing
and quality control procedures for all other traffic signal controller assemblies shall conform to
the requirements in the NEMA TS Standards for Traffic Control Systems.
In the event equipment submitted for testing does not comply with specifications, the Contractor
shall remove the equipment for repair within 5 working days after notircation that the equipment
the Contractor at the Contractor's expense. The Contractor shall allow 30 days for Agency
testing from the time the material or equipment is delivered to the Agency test site. When
equipment being tested has been rejected for failure to comply with the specifications, the
Contractor shall allow 30 days for Agency retesting. The retesting period shall begin when the
oz/o4mzz:o1 PM Part 2 Standard Su-nt.1 P~IOM pago 30 ol52PaWs
-
.- is rejected. In the event the equipment is not removed within that period, it may be shipped to
?" corrected equipment is made available at the test site.
All testing subsequent to rejection of the equipment for failure to comply with specification
requirements will be at the expense of the Contractor. Deductions to cover the cost of that
testing will be made from any moneys due or which may become due the Contractor under the
contract. The Contractor will be notified when testing of the equipment has been completed and
it shall be the Contractor's responsibility to deliver the equipment to the site of the work or, at the
equipment to the Contractor or to the site of work. The sum of $100 or the actual cost of
Contractor's request and the Agency's convenience, the Agency will pack and ship the
packing and shipping, whichever amount is greater, will be deducted, for each unit of equipment
shipped by the Agency, from any moneys due to the Contractor under the contract.
2093.148 Field Testing. Prior to start of functional testing, the Contractor shall perform the
following tests on all circuits, in the presence of the Engineer.
209-2.148(1) Continuity. Each circuit shall be tested for continuity.
209-2.148(2) Ground. Each circuit shall be tested for grounds.
209-2.148(3) Insulation Resistance. An insulation resistance test at 500 volts DC shall be
made on each circuit between the circuit and a ground. The insulation resistance shall not be
less than 10 MR on all circuits, except for inductive loop detector circuits which shall have an
insulation resistance value of not less than 100 MR.
Splices in the pull box adjacent to the magnetometer sensing elements shall not be made prior
to performing the test on the lead-in conductors between the pull box and the controller cabinet
field terminals.
209-2.146 Functional Testing. Attention is directed to Section 209-1.06, "Scheduling of
Work," regarding requirements for test periods. A functional test shall be made in which it is
for each new or modified system shall consist of not less than 5 days of continuous, satisfactory
demonstrated that each and every part of the system functions as specified. The functional test
operation. If unsatisfactory performance of the system develops, the condition shall be
corrected and the test shall be repeated until the 5 days of continuous, satisfactory operation is
obtained.
Turn-on of new or modified trafftc signals shall be made only after all traffic signal circuits have
been thoroughly tested as specified above.
Except for new or modifiid portions of existing lighting circuits and sign illumination systems,
The Agency will maintain the system or systems during the test period and will pay the cost of
electrical energy for the operation of all of the facilities that are undergoing testing. The cost of
any necessary maintenance performed by the Agency on new circuits or on the portions of
existing circuits modified under the contract, except electrical energy, shall be at the Contractor's
expense and will be deducted from any moneys due, or to become due, the Contractor.
A shutdown of the electrical system resulting from damage caused by public traffic, from a power
constitute discontinuity of the functional test.
interruption or from unsatisfactory performance of Agency-furnished materials shall not
3.6, "Galvanizing for Traffic Control Facilities," except that cabinets may be constructed of
209-2.16 Galvanking. Galvanizing shall be in accordance with the provisions in Section 210-
ommu:o1 PM
material galvanized prior to fabrication in conformance with the specifications of ASTM
I The insulation resistance test shall not be performed on magnetometer' sensing elements.
. .-
Psfl 2 Standard Supplemental Pmvisions Page 31 of 52 Pages
."- Designation: A 525 or A 525M, Coating Designation G 90, in which case all cut or damaged
edges shall be painted with at least 2 applications of approved unthinned zinc-rich primer
(organic vehicle type) conforming to the requirements in Section 210-3.5, "Repair of Damaged
Zinc Coating." Aerosol cans shall not be used. Other types of protective coating shall be approved by the Engineer prior to installation. Iron or steel pipe standards and pipe mast arms
shall be hot-dip galvanized after fabrication in conformance with the specifications of ASTM
Designation: A 53. Galvanized surfaces shall have spurs removed.
Tie-rods, bolts, nuts, washers, clamps and other miscellaneous ferrous parts shall be hot-dip
for Traffic Control Facilities." Not less than 250 mm (lo') of the upper end of the anchor bolts,
galvanized after fabrication in accordance with the provisions in Section 210-3.6, "Galvanizing
anchor bars, or studs, and all nuts and washers shall be galvanized in accordance with the
provisions in Section 210-3.6, "Galvanizing for Traffic Control Facilities." After galvanizing, the
bolt threads shall accept galvanized standard nuts without requiring tools or causing removal of
protective coatings.
Galvanizing of existing materials in an electrical installation will not be required.
209-2.16 Painting. Painting of electrical equipment and materials shall conform to the
provisions in Section 310, "Painting," with the following additions and modifications. Paint
materials for electrical installations, unless otherwise specified, shall conform to the provisions in
Section 210, "Paint and Protective Coatings." Factory or shop cleaning methods for metals will
be acceptable if equal to the methods specified herein. In lieu of the temperature and seasonal
restrictions for painting as provided in Section 310, "Painting," paint may be applied to
equipment and materials for electrical installations at any time permitted by the Engineer.
All ungalvanized ferrous surfaces to be painted shall be cleaned prior to applying the prime coat.
Blast cleaning will not be required. If an approved prime coat has been applied by the
manufacturer, and it is in good condition, the first primer application by the Contractor will not be
required.
Existing equipment to be painted in the field, including Agency-furnished equipment, shall be
washed with a stiff bristle brush using a solution of water containing 7.5 ml. of heavy duty
detergent powder per Mer (2 tablespoons per gallon). After rinsing, all surfaces shall be wire
brushed with a coarse, cup shaped, power-driven brush to remove all poorly bonded paint, rust,
scale, corrosion, grease or dirt. Any dust or residue remaining after wire brushing shall also be
removed prior to priming. Immediately after cleaning, all galvanized surfaces and all non-ferrous
210-1.5 or wash primer conforming to the requirements of Military Specification MIL-P-15328D.
metal surfaces shall be coated with one application of Primer (Wash) Pre-Treatment, Section
The wash primer shall be applied by spraying or brushing to produce a uniform wet film on the
surface. Galvanized equipment and wood poles for traffic signal or flashing beacon installations
shall not be painted.
New galvanized metal surfaces to be painted in the field shall be cleaned as specified for
existing equipment before applying the prime coats specified. Wire brushing of new galvanized
surfaces will not be required. After erection, all exterior surfaces shall be examined for damaged
primer and the damaged surfaces shall be cleaned and spot coated with primer. Galvanized
metal guard posts shall not be painted. Painting of Agency-furnished controller cabinets will not
".
- be required.
Types II and 111 steel service equipment enclosures shall be painted with a polymeric or an
enamel coating system conforming to Color No. 14672 (light green) of Federal Standard 595B.
All coatings shall be commercially smooth, substantially free of flow lines, paint washout,
ommzzo1 PM Part 2 Standard Suppbmntal Provisions PWOJzOf62p.ga
-~ streaks, blisters, and other defects that would impair serviceability or detract from general
appearance. The coatings shall comply with the following requirements:
1) Coating Hardness - The finish shall have a pencil lead hardness of HB minimum using an
Eagle Turquoise pencil.
2) Salt Spray Resistance - The undercutting of the film of the coating system shall not exceed
3 mm average, from lines scored diagonally and deep enough to expose the base metal,
after 250 hours exposure in a salt spray cabinet in accordance with ASTM Designation:
B 117. 3) Adherence - There shall be no coating loss when tested by California Test 645.
Compliance of the coating system to the above requirements may be determined by the
application of the coating, to 100 mm (4") x 200 mm (8") x 0.6 mm (0.0236") test specimens of
the same material as the cabinets, in the same manner as applied to the cabinets.
A Certificate of Compliance shall be furnished in accordance with the provisions of Section 4-
1.5, "Certification," certifying that the coating system furnished complies in all respects with these
requirements. Interior of metal signal visors, louvers and front faces of back plates shall be
finished with 2 applications of lusterless black exterior grade latex paint formulated for
application to properly prepared metal surfaces, except that factory finish in good condition will
be acceptable.
Metal signal sections, signal head mountings, brackets and fittings, outside of visors, pedestrian
shall be finished with 2 applications of lusterless black or dark olive green exterior grade latex
push button housings, pedestrian signal sections and visors, and back faces of back plates,
paint formulated for application to properly prepared metal surfaces. Dark olive green color shall
match Color Chip No. 68 on file at the CALTRANS Transportation Laboratory.
Conduit and conduit fMings above ground shall be prepared and finished in the same manner as
the adjacent standard or post. Relocated, reset or modified equipment previously finished as
specified in this Section 209-2.16, except for galvanized standards previously finished with traffic
signal yellow enamel, shall be given a spot finishing application on newly primed areas, followed
by one finishing application over the entire surface. If any signal faces or mounting brackets are
required to be painted under this Section, all signal faces and mounting brackets on the same
mounting shall be repainted.
Small rusted or repaired areas of relocated or reset galvanized equipment shall be cleaned and painted as provided in Section 210-3.6, "Galvanizing for Traffic Control Faciliies,"for repairing
damaged galvanized surfaces. Equipment number shall be neatly stenciled on the standard or
adjacent structure. The number designation will be determined by the Engineer. All paint shall
be applied either by hand brushing or by spraying machines in the hands of skilled operators.
The work shall be done in a neat and workmanlike manner. The Engineer reserves the right to
require the use of brushes for the application of paint, should the work done by the paint
spraying machine prove unsatisfactory or objectionable, as determined by the Engineer.
~.
2094 LIGHTING
2094.01 High Pressure Sodium Luminaires. High pressure sodium luminaires shall be the
enclosed type with a horizontal burning lamp. Luminaires shall be the cutoff type. Each
luminaire shall consist of a housing, a reflector, a refractor or a lens, a lamp socket, an integral
are painted shall withstand a 1000-hour salt spray test as specified in ASTM Designation:
ballast, a terminal strip and a lamp. Housings shall be fabricated from aluminum. Housings that
corrosion resistance and finish to the metal in the housing. Each housing shall be provided with
B 117. All other metal parts of the housing shall be fabricated from metal at least equal in
o2xumz:ol PM Pan 2 Standard Suppbmenlal Provisions Pap 33 of 52P.o.r
a slip-fitter capable of mounting on a 50 mm (2") pipe tenon and of being adjusted 5 degrees
from the axis of the tenon. The clamping brackets of the slipfitter shall not bottom out on the
housing bosses when adjusted within the f5 degree range. No part of the slip-fitter mounting
brackets on the luminaires shall develop a permanent Set in excess of 0.5 mm (0.020') when the
four 10 mm (3/8") diameter cap screws used for mounting are tightened to 13 Nm (10 Mbs.). All
Test 61 1, shall be capable of withstanding cyclic loading in (G = Acceleration of Gravity):
luminaires to be mounted on horizontal mast arms, when tested in accordance with California
1. a vertical plane at a minimum peak acceleration level of 3.0 G peak-to-peak sinusoidal
loading (same as 1.5 G peak) with the internal ballast removed, for a minimum of 2 million
cycles without failure of any luminaire parts.
acceleration level of 1.5 G peak-to-peak sinusoidal loading (same as 0.75-G peak) with the
internal ballast installed, for a minimum of 2 million cycles without failure of any luminaire
parts.
loading (same as 0.5-G peak) with the internal ballast installed, for a minimum of 2 million
cycles without failure of any luminaire parts.
2. a horizontal plane perpendicular to the direction of the mast arm at a minimum peak
3: a vertical plane at a minimum peak acceleration level of 1 .O G peak-to-peak sinusoidal
Each mast arm mounted luminaire shall be furnished with a photoelectric unit receptacle. If a
photoelectric unit receptacle is included and the plans call for the omission of a photoelectric unit , a raintight shorting cap shall be installed. The surface of each reflector shall be specular and
shall be protected by either an anodized finish or a silicate film. The reflector shall be shaped so
that a minimum of light is reflected through the arc tube of the lamp. Each refractor or lens shall
be mounted in a frame that is hinged to the housing and secured with a spring-loaded latch.
Each refractor shall be made of glass or polycarbonate plastic. Each lens shall be made of heat
and impact resistant glass. The optical system, consisting of the reflector, refractor or lens, lamp
the reflector and refractor or lens and a gasket between the reflector and lamp socket. The
socket and lamp, shall be in a sealed chamber. Sealing shall be provided by a gasket between
chamber shall have provision for filtered flow of air in and out of the chamber due to lamp heat.
Filtering shall be accomplished by either a separate filter or a filtering gasket. Each lamp socket
shall be a porcelain enclosed mogul-multiple type. The shell shall contain integral lamp grips to assure electrical contact under conditions of normal vibration. The socket shall be mounted in
the luminaire in a manner to permit presetting a variety of specified light distribution patterns.
The socket shall be rated for 1500 W and 600 V, and shall be rated for a 4-kV pulse. When the components are mounted on a down-opening door, the door shall be hinged and secured to the
luminaire housing separately from the refractor or flat lens frame. The door shall be easily
removable and replaceable. The door shall be secured to the housing in a manner to prevent its
accidental opening when the refractor or flat lens frame is opened. Field wires connected to the
luminaire shall terminate on a barrier type terminal block secured to the housing. The terminal
screws shall be captive and equipped with wire grips for conductors up to No. 6. Each terminal
position shall be clearly identified. The minimum light distribution for each luminaire shall be as
shown on the isolux diagrams on the plans. The maximum brightness of each cutoff luminaire,
with the lamp indicated, shall be as Table 209-6.01(A):
".
TABLE 209-6.01(A)
I"
ommzz:o1 PM Part 2 Standard Suppbment.l PrOviliOns
- CUTOFF TYPE LUMlNAlRE
I Lamp I Maximum Brightness ANSI Code NO. Wattage
s55 150 140
S66 200 140
S50 250 175
S67 310 210
S51 400 260
Brightness readings will be taken using a brightness meter with an acceptance angle of 1.5
degrees. When measured on the 90-degree and 270-degree lateral angle line, the maximum
brightness shall not exceed the above specified brightness when the meter is located at a
horizontal distance of 37 m (120) and a vertical distance of 2.3 m (7.5) between the luminaire
and the meter, or at an angle of 3 degrees 35 minutes from the horizontal to the line between the
270-degree line and averaged. The lamp used for each test shall be operated at the wattage
luminaire and the meter. Measurements shall be made from both the 90-degree line and the
necessary to produce a light output as shown in Table 209-6.01(8):
TABLE 2094.01(B)
LAMP WATTAGE VERSUS LIGHT OUTPUT
Lumens
400 50 000
310 37 000
250 27 000
200 22 000
150 16 000
Lamp Wattage
-
209-6.OlA High Pressure Sodium Lamp Ballasts. Each ballast shall be designed for the
type, characteristics and wattage of the lamp it is to operate and it shall provide the proper
starting and operating waveforms, voltage and current. Ballasts shall provide reliable lamp starting and operation at ambient temperature down to -30°C for the rated life of the lamp.
Ballasts shall be designed for continuous operation at ambient air temperatures from -2O'C to
25'C without reduction in ballast lie. Ballasts shall have a design life of not less than 100,000
hours. Ballasts shall be designed to operate for at least 180 cycles of 12 hours on and 12 hours off, with the lamp circuit in an open or short-circuited condition and without measurable reduction
in the operating requirements. Ballasts shall be tested in accordance with the requirements of
ANSI C82.6-1980, "Methods of Measurement of High-Intensity-Discharge Lamp Ballasts.'
Starting aids for ballasts of a given lamp wattage shall be interchangeable between ballasts of
A Certificate of Compliance conforming to the provisions in Section 4-13, 'Certification,' shall be
the same wattage and manufacturer without adjustment.
submitted by the manufacturer with each lot of integral ballast luminaires and with each lot of
ballasts designed for use outside of luminaires. The certificate shall state that the lot of ballasts
meets, in every respect, the above requirements and the lamp-ballast specifications of the lamp
manufacturer. The input voltage for ballasts shall be as shown on the plans or as specified in
these special provisions. Each integral ballast shall consist of separate components, each of
which shall be capable of being easily replaced. A starting aid which is encapsulated will be
considered as a single component. Each component shall be provided with screw terminals,
NEMA tab connectors or a single multi-circuit connector. All conductor terminals shall be
identified as to the component terminal to which they connect. Heat-generating components
shall be mounted so as to use the portion of the luminaire upon which they are mounted as a
heat sink. Capacitors shall be located as far as practicable from heatgenerating components or
ozmmzo1 PM Part 2 Standard Suppbmental ProvWons Pap 35 of 52-
_- shall be thermally shielded to limit the case temperature to 75T.
Transformers and inductors shall be resin-impregnated for protection against moisture.
Capacitors, except those in starting aids, shall be metal cased and hermetically sealed. Ballasts
to be located remote from the luminaire shall be the submersible type and shall conform to the
requirements in Section 209-6.09C. "Submersible Type Transformers." All components,
including starting aid, shall be enclosed in a single housing. Ballast leads shall extend a
minimum of 300 mm (12") from the case. Steel housings shall be galvanized or painted. Ballast
housings shall be clearly labeled to indicate lamp type, lamp wattage and input voltage. Ballasts for high-pressure sodium lamps shall have a ballast characteristic curve which will intersect both
of the lamp-voltage limit lines between the wattage limit lines and remain between the wattage
limit lines throughout the full range of lamp voltage. This requirement shall be met not only at
the rated input voltage of the ballast, but also at the lowest and highest input voltage for which
the ballast is rated. Throughout the lifetime of the lamp, the ballast curve shall fall within the
specified limits of lamp voltage and wattage. Ballasts for luminaires to be mounted on mast
arms, brackets or lowering assemblies shall be located within the luminaire housing.
209-6.01A(I) Regulator Type Ballasts. Regulator type ballasts shall conform to the
following:
1. For nominal input voltage and lamp voltage, the ballast design center shall not vary more
than 7.5 percent from rated lamp watts.
2. The ballast shall be designed so that a capacitance variance of j3 percent will not cause
more than a f8 percent variation in lamp wattage regulation throughout rated lamp life for
nominal input voltage.
at any lamp voltage from initial through life.
.- 3. The lamp current crest factor shall not exceed I .8 for input voltage variation of *IO percent
Regulator type ballasts shall be lag-type or lead-type conforming to the following:
1. Lag-Type Regulator Ballasts.- Each lag-type regulator ballast shall have the primary and
secondary windings electrically isolated and, when operated with the appropriate lamp, shall
have the following characteristics and shall maintain the following lamp operation:
a) The power factor shall be not less than 90 percent throughout the life of the lamp at
b) Lamp wattage regulation spread at any lamp voltage from nominal through life shall
nominal line voltage with a nominally rated reference lamp.
2. Lead-Type Regulator Ballasts- Each lead-type regulator ballast (CWA-constant wattage
not vary by more than 18 percent for f10 percent input voltage variation.
auto-regulator) shall, when operated with the appropriate lamp, have the following
characteristics and shall maintain the following lamp operation: a) The power factor shall be not less than 90 percent when the ballast is operated at
nominal line voltage with a nominally rated reference lamp.
b) Lamp wattage regulation spread at any lamp voltage from nominal through life shall
not vary by more than 30 percent for f10 percent input voltage variation.
2096.01A(2) Autotransformer or Reactor Type Ballasts. Each nonregulating reactor,
autotransformer, or high reactance ballast shall, when operated with the appropriate lamp, have
the following characteristics and shall maintain the following lamp operations:
1. The power factor shall be not less than 90 percent when the ballast is operated at nominal
2. Lamp wattage regulation spread at any lamp voltage from nominal through life shall not vary
3. For nominal input voltage and lamp voltage, the ballast design center shall not vary more
line voltage with a nominally rated reference lamp.
by more than 25 percent for f5 percent input voltage variation.
than 7.5 percent from rated lamp watts.
ommzo1 PM Part 2 Standard Suppb~nenial Provbionr Pago 36 of 52Pqlea
_- 4. The lamp current crest factor shall not exceed I .8 for input voltage variation of f5 percent at
any lamp voltage from initial through life.
209.6.018 High Pressure Sodium Lamps. High pressure sodium lamps shall conform to the
ANSI Standard: C 78, "Lamp Specifications, Physical and Electrical Characteristics of High-ln-
tensity-Discharge Lamps," when tested in accordance with ANSI Standard: C 78.388, "Methods
of Measurement of High Pressure Sodium Lamp Characteristics." High-pressure sodium lamps
shall have a minimum average rated life of 24 000 hours.
209-6.07 Photoelectric Controls. Photoelectric controls, as specified in these special
provisions or as shown on the plans, shall be capable of switching multiple lighting systems
directly. Type IV photoelectric control shall be used unless otherwise shown on the plans or
required by these special provisions and shall be installed in a receptacle integral with the
luminaire.
1. Type I photoelectric control shall consist of a remote photoelectric unit and a test switch
housed in an enclosure. 2. Type II photoelectric control shall consist of a remote photoelectric unit, a separate contactor
located in a service equipment enclosure, and a test switch located in the service equipment
enclosure unless shown otherwise.
contactor and a test switch housed in an enclosure.
EEI-NEMA twist lock.
3. Type 111 photoelectric control shall consist of a remote photoelectric unit, and a separate
4. Type IV photoelectric control shall consist of a photoelectric unit which plugs into an
+ 2094.07A Types. The types of photoelectric controls shall be as follows:
2. Type V photoelectric control shall consist of a photoelectric unit, contactor and test switch
1. receptacle integral with the luminaire.
located in a service equipment enclosure.
3. A switch to permit manual operation of the lighting circuit shall be provided for each Type I,
Type II, Type 111, and Type V photoelectric control. Switches shall be of the single-hole
mounting toggle type, single-pole, single-throw, rated at 12 A and a voltage rating to match
the circuit. Switches shall be furnished with an indicating nameplate reading "Auto-Test" and
shall be connected in parallel with the load contacts of the photoelectric unit. Test switch
shall not have an "OFF" position.
4. Photoelectric units for Types I, II and 111 photoelectric controls, shall be pole-top mounted
unless otherwise specified.
2094.078 Equipment Detaib. Equipment details shall conform to the following:
209-6.078(1) Photoelectric Unit The photoelectric unit shall provide an output in response to
changing light levels. Components of the unit shall not require periodic replacement. Units shall
have a 'turn-on" between 10 and 50 lux (one and 5 footcandles) and a 'turn-off at between 1.5
and 5 times "turn-on." Measurements shall be by the procedures set forth in EEI-NEMA
Standards for Physical and Electrical Interchangeability of Light-Sensitive Control Devices Used in the Control of Roadway Lighting. Photoelectric controls, except Type IV and Type V, shall be
furnished with a 100 mm (4") minimum inside diameter pole-top mounting adaptor containing a
terminal block and with cable supports or clamps to support pole wires. The photoelectric unit
receptacle shall be the EEI-NEMA type. Mounting brackets shall be used where pole-top
mounting is not possible. Photoelectric controls shall be installed at the locations shown on the
plans and oriented as directed by the Engineer. For switching 480 V, 60 Hz circuits, a 100 VA,
minimum, 480/120-volt transformer shall be installed in the contactor enclosure to provide
120 volts for the photoelectric control unit. Where more than one photoelectric unit is to be
ozm/o22:o1 PM
installed at the same location, a single transformer, with a volt-ampere rating capable of handling
Part 2 Standard Supplemental Pmvkiom P.ge 37 of 52 Pspsr
- the total controlled load, may be used. Photoelectric units shall be screened to prevent artificial
light from causing cycling.
The photoelectric unit shall also conform to the following:
1. The supply voltage rating shall be 60 Hz, 105-130 V, 210-240 V, or 105-240 V, as Specified.
2. The load rating shall be 800 W minimum, incandescent, mercury or fluorescent.
3. The operating temperature range shall be from -29°C (-20°F) to 65°C (150°F).
4. The power consumption shall be less than 10 W.
5. The unit shall be housed in a weatherproof enclosure.
6. The base of the unit shall be provided with a 3-prong, EEI-NEMA standard, twist-lock plug
7. Units shall be provided with a "fail-on" feature.
2096.078(2) Contactor. The contactor shall have contacts rated to switch the specified
lighting load and shall be normally open, unless otherwise specified. The contactor shall be
either the mechanical armature type or the mercury displacement type. The contacts of the
mechanical armature type contactor shall be either fine silver, silver alloy, or superior alternative
material. The contactor shall have a minimum rating of 30 A, per contact, inductive load.
209-6.078(3) Contactor and Test Switch Housing. The enclosure for Type I and Type 111
photoelectric controls shall be NEMA Type 3R. The enclosure shall be provided with a factory
applied rust resistant prime coat and finish coat. Two applications of paint to match the color of
the standard shall be applied as specified in Section 209-2.16, 'Painting." The enclosure may
be hot-dip galvanized in lieu of painting. A minimum of 65 mm (2'/2") shall be provided behnreen
contactor terminals and end of enclosure for wiring connections. The enclosure shall be
mounted on the same standard as the photoelectric unit at a height of approximately 1.8 m (6)
above the base.
209-6.078(4) Wiring. Conductors between the photoelectric unit and an external contactor
shall be No. 14 and shall be run inside the lighting standard, or in conduit, unless otherwise
shown on the plans.
209-6.078(5) Terminal Blocks. Terminal blocks shall be rated at 25 A, 600 V, shall be molded
from phenolic or nylon material and shall be the barrier type with plated brass screw terminals
and integral type marking strips.
209-6.09 Transformers. Multiple to multiple and series to multiple transformers shall be of the
single-phase, dry type designed for operation on a 60 Hz supply.
209-6.09A Electrical Requirements. Transformer ratings shall be 120/480 volts,
240/480 volts or 480/120 volts for multiple to multiple units and 6.6 A1120 volts or 6.6 A1480 volts for series to multiple units or other ratings as shown on the plans. Secondary 48O-volt windings
shall be center tapped. Volt-ampere ratings shall be as shown on the plans. Transformer
efficiency shall exceed 95 percent for multiple to multiple units and 80 percent for series to
full load for multiple to multiple units and +10 percent (maximum) at no load to f3 percent at full multiple units. Secondary voltage regulation and tolerance shall be *3 percent from half load to
load for series to multiple units. Transformers shall have a decal showing a connection diagram.
secondary (XI, X2) markers, and shall also show the primary and secondary voltage and volt-
The diagram shall show either color coding or tagging of wires with primary (Hi, H2) or
mounting.
, .-
_- ampere rating.
2096.098 Physical Requirements. External leads for multiple to multiple and series to
multiple secondary connections shall be Type USE, No. 10, rated 600 volts AC. Primary
conductors for series to multiple transformers shall be rated for use on 5000-volt AC circuits. ommu:o1 PM Part 2 Standard Suppbmenlal Provisions Pago 38 of 52 Pqm
.- Transformer leads shall extend a minimum of 300 mm (12") from the case. Transformer
insulation shall be NEMA 185'C or better. Series to multiple transformers shall withstand the
application of 12 000 volts AC from core to primary coil and from coil to coil for a one minute
withstand the application of 2200 volts AC from core to coils and, for multiple units only, from coil period. Series to multiple transformer secondaries and multiple to multiple transformers shall
to coil for a one minute period. The above tests shall be made immediately after operation of the
transformer at full load for 24 hours. Non-submersible transformers shall be provided with metal
half-shell coil protection, shall have moisture resistant, synthetic varnish impregnated windings
and shall be suitable for outdoor operation in a raintight enclosure. Each transformer to be
installed in a pull box shall be the submersible type and shall be provided with a handle and a
hanger.
209-7 REMOVING, REINSTALLING OR SALVAGING ELECTRICAL EQUIPMENT
209-7.01 Removing Electrical Equipment Attention is directed to Section 7-9, "Protection
and Restoration of Existing Improvements." Existing electrical equipment shown on the plans or
specified in these special provisions to be removed and not reused or salvaged, and pull boxes,
conduit and detector frames not reused, shall become the property of the Contractor and shall
be removed from the street right of way in accordance with the provisions in 300-1, "Clearing
and Grubbing," except, if not interfering with other construction, underground conduit may be
abandoned in place after all conductors have been removed. Care shall be exercised in
salvaging equipment so that it will not be damaged or destroyed and will remain in its existing
condition whenever possible. Mast arms shall be removed from standards. Luminaires, signal
heads, and signal mounting assemblies shall be removed from standards and mast arms.
Improvements" and 300-1.2, "Preservation of Property." The Contractor will be required to repair
determined by the Engineer, has been damaged or destroyed by reason of the Contractor's
or replace, at the Contractor's expense, any electrical equipment to be salvaged which, as
operations. Attention is directed to the provisions in Section 209-2.03, "Foundations," regarding
foundations to be abandoned or removed. Holes resulting from removing pull boxes and
detector frames shall be filled with material equivalent to the surrounding material.
209-7.02 Reinstalling Removed Electrical Equipment. When removed electrical equipment
is to be reinstalled, the Contractor shall furnish and install all necessary materials and
equipment, including signal mounting assemblies, anchor bolts, nuts, washers and concrete as
required to complete the new installation. All traffic signal and flashing beacon faces to be
reinstalled or to be part of a modified system shall be cleaned and relamped. All luminaires and
to be relocated and found to be unsatisfactory by the Engineer shall be replaced by new material
sign lighting fixtures to be reinstalled shall be cleaned and relamped. Existing materials required
and the cost therefor will be paid for as extra work as provided in Section 3-3, "Extra Work."
209-8 PAYMENT
209-8.01 Payment. The contract lump sum price or prices paid for signal, flashing beacon,
lighting, sign illumination, traffic monitoring station, closed circuit television systems, or
combinations thereof; for modifying or removing those systems; for temporary systems; or the
lump sum or unit prices paid for various units of those systems; or the lump sum or per meter
price paid for conduit of the various sizes, types and installation methods listed in the Engineer's
Estimate shall include full compensation for furnishing all labor, materials, tools, equipment and
incidentals, and for doing all the work involved in furnishing and installing, modifying, or re-
moving the systems, combinations or units thereof, as shown on the plans, as specified in these
when the type required is shown as a separate contract item); excavation and backfill; concrete special provisions, and as directed by the Engineer, including any necessary pull boxes (except
ommz:o1 PM Pari 2 Standard Supplemental Provision8 Pm 38 of 52P.o.r
.- Attention is directed to the provisions in Section 7-9, "Protection and Restoration of Existing
.L foundations (except when shown as a separate contract item); pedestrian barricades; furnishing
and installing illuminated street name signs; installing Agency-furnished sign panels on pedestrian barricades, on flashing beacon standards, and on traffic signal mast arms; restoring
sidewalk, pavement and appurtenances damaged or destroyed during construction; salvaging
existing materials; and making all required tests.
Full compensation for all additional materials and labor, not shown on the plans or specified,
which are necessary to complete the installation of the various systems, shall be considered as
included in the prices paid for the systems, or units thereof, and no additional compensation will
be allowed therefor, except as provided in Section 209-1.05, "Maintaining Existing and
Temporary Electrical Systems."
When shown as a contract item, the contract price paid per meter for cast-indrilled-hole
concrete pile (signal foundation) shall include full compensation for furnishing all labor,
materials, tools, equipment, and incidentals, and for doing all the work involved in constructing
reinforced concrete pile foundations of the sue shown on the Engineer's Estimate, including
drilling holes, disposing of the material resulting from drilling holes, furnishing and placing
anchor bolt assemblies and reinforcing steel, complete in place, as shown on the plans, and as
specified in these special provisions and as directed by the Engineer.
When shown as a contract item, non-reinforced portland cement concrete foundations will be
measured and paid for in the manner as provided in Section 303-1 .I 1, 'Payment."
When shown as a separate contract item by the lump sum or per bid item linear measurement,
interconnection conduit and conductor shall include all interconnection conductors, but shall only
The quantity of interconnection conduit and conductor to be paid for by the lump sum bid or the
include conduit and pull boxes containing interconnection conductors and no other conductors.
bid item linear measurement shall be the length of that conduit. Compensation for conduit
containing interconnection conductors and other conductors shall be considered as included in
the contract price paid for the item requiring the other conductors.
Full compensation for furnishing, installing, maintaining and removing falsework lighting equipment shall be considered as included in the contract prices paid for the items of work
involved in the structure which requires the falsework lighting and no additional compensation
will be allowed therefor.
SECTION 210 - PAINT AND PROTECTIVE COATINGS
210-1 PAINT.
210-1.S Paint System. Add the following to Table 210-1.5(A)
TABLE 210-1.S (A)
Surface to be Painted I Pre-reatment / Surface I Primer I Finish Coab
Preparation
Temporary Railing type (K) Abrasive Blast Cleaning to a
Roughened, Textured Appearance
!A$pe s to Federal gpecification TT-P-19 latest revision), Paint, Acryl~c Emulsion, Extenor.
Emulsion Paint (I)
Two coats white Acrylic None
ac lic emulsion aint designed for use on exterior masonry. This aint shall comply in all 2 - This paint may be tinted by using 'universa I " or "all purpose" concentrates.
210-1.6 Paint for Traffic Striping, Pavement Marking, and Curb Marking. Modify as
follows: Paint for traffic lane lines, turn pocket lines, edge lines, channeliing lines, bike lane
02x)u022:01 PM Part 2 Sinndard Suppbmental Pmv!dora PaQe 40 d 62Plpa
- lines, chevrons, and curbs shall be rapid dry water borne conforming to CALTRANS
Specification No. 8010-91D-30. Paint for pavement legends, pavement symbols, pavement
arrows, cross walks, parking stall markings and stop bars shall be alkyd thermoplastic
conforming to CALTRANS Specification No. 8010-21C-19. Glass beads shall be applied to the
conform to the requirements of CALTRANS Specification No. 8010-21C-22 (Type 11).
surface of the rapid dry water borne paint and the molten thermoplastic material and shall
CALTRANS Specifications for water borne paint, thermoplastic material and glass beads may
be obtained from the CALTRANS Transportation Laboratory, P.O. Box 19128, Sacramento, CA
95819, telephone number (916) 227-7000.
Add the following section.
210-1.8 Preformed Thermoplastic Pavement Markings. Preformed Thermoplastic Pavement
Markings shall be Premark brand manufactured by Flint Trading Company 115 Todd Court,
Thomasville, NC 27360, Premark 20/20 Flex brand manufactured by Flint Trading Company 115
Todd Court, Thomasville, NC 27360, Pavemark brand manufactured by Stimsonite Corporation,
6565 West Howard Street, Niles, IL 60714 or approved equal.
210-3 GALVANIZING
Add the following section:
2103.6 Galvanizing for Traffic Slgnal Facilities. The requirements of this section shall
pertain only to the preparation and galvanizing of traffic signal facilities. Galvanizing of products
fabricated from rolled, pressed and forged steel shapes, plates, bars and strip 3.2 mm ( thick
or thicker, shall conform to the specifications of ASTM Designation: A 123, except that complete
seal welding of tightly contacting surfaces of these products prior to galvanizing is required only
where seal welding is shown on the plans or specified in these s ecial provisions. Except for
pre-galvanized standard pipe, galvanizing of material 3.2 mm ( thlck or thicker shall be
performed after fabrication into the largest practical sections.
At the option of the Contractor, material thinner than 3.2 mm shall be galvanized either
before fabrication in conformance with the requirements of ASTM Designation: A 525M, Coating
Designation 2600, or after fabrication in conformance with the requirements of ASTM Designa-
tion: A 123, except that the weight of zinc coating shall average not less than 365 g per square meter (1.2 oz. perf?) of actual surface area with no individual specimen having a coating weight
of less than 305 g per square meter (1 .O oz. per f?).
Galvanizing of standard pipe shall conform to the requirements of ASTM Designation: A 53.
Galvanizing will not be required for stainless steel, monel metal and similar corrosion resistant
parts.
milling, bending, welding and riveting. All welded areas shall be thoroughly cleaned prior to
Fabrication shall include all operations such as shearing, cutting, punching, forming, drilling,
galvanizing to remove all slag or other material that would interfere with the adherence of the
zinc. When it is necessary to straighten any sections after galvanizing, the work shall be
performed without damage to the zinc coating.
P.
-- Galvanizing of iron and steel hardware and nuts and bolts, when specified or shown on the
plans, shall conform to the specifications of ASTM Designation: A 153, except whenever
A 325, A 325M, A 449, A 563, A 563M, or F 436 and zinc coating is required, they shall be hot-
threaded studs, bolts, nuts, and washers are specified to conform to ASTM Designation: A 307,
dip zinc coated or mechanically zinc coated in accordance with the requirements of the ASTM
oz/o4mzz:o1 PM Pati 2 Standard Suppkrnental Provision8 Page 41 of 52P.g~~
r Designations. Unless otherwise specified, galvanizing shall be performed after fabrication.
Components of bolted assemblies shall be galvanized separately before assembly. Tapping of
nuts or other internally threaded parts to be used with zinc coated bolts, anchor bars or studs
shall be done after galvanizing and shall conform to the requirements for thread dimensions and
overtapping allowances in ASTM Designation: 4 563 or A 563M. When specified, painting of
zinc coated surfaces shall be in accordance with the procedures in Section 210-1, "Paint."
Galvanized surfaces that are abraded or damaged at any time after the application of the zinc
coating shall be repaired by thoroughly wire brushing the damaged areas and removing all loose
and cracked coating, after which the cleaned areas shall be painted with 2 applications of un-
thinned zinc-rich primer (organic vehicle type) conforming to the provisions in Section 210-3.5,
"Repair of Damaged Zinc Coating." Aerosol cans shall not be used.
SECTION 212 - LANDSCAPE AND IRRIGATION MATERIALS
,-
212-1 LANDSCAPE MATERIALS.
212-1.2.3 Commercial Fertllizer. add the following: Preplant fertilizer shall be granular
commercial fertilizer 7-7-7 or approved equal. Postplant fertilizer shall be 12-44 or approved
equal with Ca, Fe, Zn, and Mn and with the majority of nitrogen in nonammoniac form to prevent
acidification of soil. Planting tablets shall be compressed fertilizer tablets with a 20-10-5 analysis.
Hydroseed fertilizer shall be long-lasting, controlled-release, plastic-coated, uniform in
composition, free-flowing, suitable for application with approved equipment, and shall contain
the minimum available percentages of nitrogen, phosphoric acid, potash and sulfur required by
tables 212-1.2.5.1(A) through 212-1-2-5-3(A).
212-1.2.4 Organic Soil Amendment Add the following: For all types of Organic Soil
Amendment mulch materials produced from pine trees grown in Alameda, Monterey, Santa
Clara, Santa Cruz or San Mateo Counties shall not be used in the Work. Type 1A Organic Soil
Amendment shall conform to the requirements for type 1 Organic Soil Amendment except as
modified hereinafter. Type 1A Organic Soil Amendment shall be a wood or rice residual product
derived from the bark of pine, white fir, or red fir or cedar or redwood shavings or rice hulls. Type
1A Organic Soil Amendment shall be manufactured from clean wood, free from clods coarse
objects and rocks and shall conform to the properties shown in Table 212-1.2.4(B):
Table 212-1.2.418)
SOIL AMENDMENT PROPERTIES
~~ ~
Wettability I (I) I (I)
(I) (As Required by Table 212-1.2.4(A) SSPWC)
OZiU41022:Ol PM Parl 2 Standard Supplemental Provirions Page 42 of 52-
e. For all types of Organic Soil Amendment the Contractor shall supply the Engineer a sample of
the proposed amendment accompanied by an analytical analysis from a qualified agricultural
laboratory certifying compliance to the requirements herein. Qualified agricultural laboratories
shall have an on-going quality assurance program that fulfills the requirements of the most
recent version of the "Western States Laboratory Proficiency Testing Program Soil and Plant
Analytical Methods". Certificates of compliance shall contain a statement attesting that the
organic soil amendment meets the requirements of these specifications and that the testing
Testing Program Soil and Plant Analytical Methods". Said submittal shall be in accordance with
agricultural laboratory does fulfill the requirements of "Western States Laboratory Proficiency
Section 2-5.3.3.
212-1.2.5 Mulch for Hydraulic Method Seed Lawn Planting. Add the following: The terms
212. Disturbed Areas, Southern Willow Scrub and Riparian Scrub and Upland Transition Zone
Hydroseeding and Hydroseed shall be synonymous with Hydraulic for the purposes of Section
planting areas shall be mulched, fertilized and seeded using method B. Mulch shall be
manufactured from virgin wood cellulose fiber mulch and shall not contain growth or germination
inhibitors. When mixed with water, the mulch shall remain in uniform suspension and when
blended with the seed, fertilizer, and other approved additives, shall form a homogeneous slurry.
When applied, the fibers shall form a moisture absorbing membrane with adequate percolation
properties sufficient to allow one hundred percent of water applied at the rate of 3.1 liters per
2:l (horizontal: vertical) slope to pass through the membrane. A non-phyto-toxic wetting agent minute per square meter (0.075 gallons per minute per square foot) onto a surface inclined at a
shall be added to the slurry mixture. A water soluble, non-toxic green dye shall be added in
sufficient quantity to clearly delineate the planted areas. When required, binder shall be added
to the slurry mixture and shall be 'CPA 4000", "AZTAC", "Ecology Control", '"Binder", or
approved equal.
Add the following section:
212-1.2.6.1 Disturbed Area Mulch Fertilizer and Additives. In addition to the seed mix
Table 212-1.2.5.1(A)
shown in the table for Disturbed Areas the slurry mixture shall be applied at the rates shown in
Table 212-1.2.5.1IAl
.-
DISTURBED AREA MULCH FERTILI~ER AND ADDITIVES
ComDonent I ADolication Rate
grams per sq. meter (pounds per acre)
Virgin Wood Cellulose Fiber Mulch
Binder (1)
(2000) 225
(1) Required to be incorporated only when applied between the months of Nov. through Feb.
Per Mfg. Recommendation Green Colorant
Per Mfg. Recommendation Wetting Agent
Phosphate Sulfate, Plus 15% Soil Sulfur (300) 35 Fertilizer (16-20-0) Ammonium
(60) 7
Add the following section:
212.1.2.6 Herbicides and Pesticides. Shall be used in their appropriate applications with strict
adherence to manufacturer's specifications and instructions. Postemergent herbicide for all
areas shall be Glyphosate, N-(phosphonomethyl) glycine, in the form of its isopropylamine salt
such as Roundup Pro, Diquat, Montar, or approved equal. Preemergent herbicide for shrubs and
groundcover areas planted from flats shall be Treflan, Suman, Eptan, or approved equal.
Add the following section:
02104/022:01 PM Part 2 Shndard Supp!mmnteA Provisions Pep 43 O(52P.gg
c 212-1.2.7 General Soil Conditioners. Agricultural-grade gypsum shall be a calcium sulfate
(CaS04 H20) product - 94.3 percent. 90 percent shall pass a 50-mesh screen. Control of dust
during application is mandatory.
Iron Sulfate shall be ferrous sulfate in pelletized or granular form containing not less than 20.0
percent iron expressed as metallic iron. Iron Sulfate pellets shall be of size and gradation such
that 98 percent is retained on a IO-mesh screen.
Add the following section:
212-1.2.7 Stabilizing Emulsion. Stabilizing emulsion shall be a concentrated liquid chemical
that forms a plastic film upon drying and allows water and air to penetrate. The film shall be
nonflammable and shall have an effective life of at least one year. Stabilizing emulsion shall be
nontoxic to plant and animal life and nonthinking to concrete or painted surfaces. In the cured
state the stabilizing emulsion shall not be re-emulsifiable. The material shall be registered with,
and licensed by the California, Department of Food and Agriculture, as an "auxiliary soil
chemical". Stabilizing emulsion shall be miscible with water at time of mixing and application.
212-1.3 Seed. Add following: The quanti of pure live seed supplied shall meet or exceed the
quanti shown in the specified mixes. Seed shall not contain more than 0.5 percent weed seed
by volume Seed types shall be as specified on the plans and planting legends, and shall be
applied at the rates indicated.
All brand-name, patented seed must be received by Contractor in original manufacturer's bag.
germination. Contractor shall provide the Engineer with each seed bag label used in the Work.
Add the following section:
212-1.3.1 Seed for Disturbed Areas. Hydroseeding mix for Disturbed Areas (ail areas
excepting Southem Willow Scrub and Riparian Scrub and Upland Transition Zone seeded
areas) shall consist of no less than the seed varieties shown in Table 212-1.3(A).
" Seed shall be received by Contractor in separate containers specifying kind, quantity, purity, and
Table 212-1.3.1(A)
SEED FOR DISTURBED AREAS
Seed Variety Application Rate
grams per sq. meter (pounds per acre)
Rose Clover
2 0.25 Dimorpholeca
3 0.35 Alyssum (Carpet Of Snow)
4 0.45 Achillea Millefolia
3 0.35 Eschscholzia Califomica
20 2.5 Festuca Megalura, Zorro Fescue
20 "J 2.5
(1) Rose Clover shall be inoculated with a nitrogen fixing bacteria and be applied dry either by
drilling or broadcasting immediately before hydraulic application of the remaining seed mix
and mulch.
Add the following section:
212-1.3.2 Seed for Southern Willow Scrub and Riparian Scrub Areas. Hydroseeding mix
for the Southern Willow Scrub and Riparian Scrub area shall consist of no less than the seed
varieties shown in Table 212-1.3.2(A).
ozmmzz:o1 PM Part 2 Standard Supplemental Provisions PlQOUOf52-
F"
Table 212-1.3.2(A)
SEED FOR SOUTHERN WILLOW SCRUB AND RIPARIAN SCRUB AREAS
Seed Variety Application Rate
Ambrosia Psilostachya 0.35 3
Artemesia Douglasiana
2 0.25 Festuca Megalura, Zorro Fescue
2 0.25 Encelia Californica, California Sunflower
2 0.25 Atriplex Patula SSP, Hastata Halberd Leaf Saltbrush
2 0.25 Artemesia Dracunculus
3 0.35
grams per sq. meter (pounds per acre)
Leymus Condensatus, Gial
Oenothera Hookerii, Hook&
Add the following section:
212-1.3.3 Seed for Riparian Scrub and Upland Transition Zone Areas. Hydroseeding mix
for the Riparian Scrub and Upland Transition Zone area shall consist of not less than the seed
varieties shown in Table 212-1.3.2(A).
Table 212-1.3.3(A)
SEED FOR RIPARIAN SCRUB AND UPLAND TRANSITION ZONE AREAS
.- Seed Variety Application Rate
grams per sq. meter (pounds per acre)
Encelia Caliiomica
Eschscholzia Caliiomica, California Poppy
4 0.45
2 0.25 Phacelia Tanacetifolia
3 0.35 Lupinus Succulentus, Arroyo Lupine
4 0.45 Lotus Scoparius, Deerweed
4 0.45 Leymus Condensatus, Giant Wild Rye
4 0.45 lsocoma Venetus, Coastal Goldenbrush
2 0.25 Festuca Megalura, Zorro Fescue
2 0.25
212-1.4.1 General. Add the following: Plants shall be the variety and size shown on the plans
or in the special provisions and shall conform to the requirements of these specifications.
Contractor shall notify the Engineer 48 hours before each plant delivery so that the Engineer can
inspect the plants. The scientific and common names of plants herein specified shall conform to
the approved names given in "A Checklist of Woody Ornamental Plants in California, Oregon
and Washington" published by the University of California, Division of Agriculture Sciences,
Publication 4091 (1979). Each group of plant materials delivered on site shall be labeled clearly
as to species and variety. All patented plants (cultivars) required by the plant list shall be
delivered with a proper plant patent attached. The Contractor shall obtain clearance from the
County Agricultural Commissioner, as required by law, before planting plants delivered from
shall be filed with the Engineer. All plants furnished by the Contractor shall be true to type or
outside the County in which they are to be planted. Evidence that clearance has been obtained
name as shown on the plans and shall be tagged identifying the plants by species or variety;
Engineer's decision shall be final. Plants shall be individually tagged or tagged in groups by
species or variety. Carpobrotus cuttings need not be tagged. All plants shall comply with
Federal and State laws requiring inspection for plant diseases and infestations. Inspection
02/04/022:01 PM Part 2 Standard Suppkmentsl Pmvisbns Pago 45 of 52Pm
- however, determination of plant species or variety will be made by the Engineer and the
." certificates required by law shall accompany each shipment of plants, and certificates shall be
delivered to the Engineer.
Plants furnished by the Contractor shall be healthy, shapely, and well-rooted, and roots shall
show no evidence of having been restricted or deformed at any time. Plants shall be well-grown,
free from insect pests and disease, and shall be grown in nurseries which have been inspected
by the State Department of Food and Agriculture and have complied with the regulations thereof.
The Engineer is the sole judge as to acceptability of each plant. Vigorous, healthy,
well-proportioned plants are the intent of this specification. Plants which are even moderately
"overgrown", or are showing signs of decline or lack of vigor, are subject to rejection. The sue of
the plants will be as shown on the plans. Plants larger in size than specified may be used with
the approval of the Engineer, but the use of larger plants will make no change in contract price. If
the use of larger plants is approved, soil amendments shall be increased proportionately. All
plants not conforming to the requirements herein specified shall be considered defective and
from the site and replaced with new plants by the Contractor at the Contractor's expense. The such plants, whether in place or not, shall be marked as rejected, and immediately removed
Engineer reserves the right to change the species, variety, and/or sizes of plant material to be
furnished, provided that the cost of such plant changes do not exceed the cost of plants in the
original bid, and with the provision that the Contractor shall be notified in writing, at least 60 days
before the planting operation has commenced.
No plant shall be transported to the planting area that is not thoroughly wet throughout the ball of
earth surrounding the roots. Any plant that, in the opinion of the Engineer, has a damaged root
shall be replaced by the Contractor at the Contractor's expense. Each plant shall be handled
ball or is dry or in a wilted condition when delivered to the planting area will not be accepted, and
and packed in the approved manner for that species or variety, and all necessary precautions
shall be taken to ensure that the plants will arrive at the site of the work in proper condnion for
successful growth. Trucks used for transporting plants shall be equipped with covers to protect
plants from windburn.
Root condition of plants furnished by the Contractor in containers will be determined by removal
of earth from the roots of not less than 2 plants nor more than 2 percent of the total number of
plants of each species or variety, except when container-grown plants are from several sources,
the roots of not less than 2 plants of each species or variety from each source will be inspected
by the Engineer. In case the sample plants inspected are found to be defective, the Agency
reserves the right to reject the entire lot or lots of plants represented by the defective samples.
Any plants rendered unsuitable for planting because of this inspection will be considered as
samples and will not be paid for.
The Contractor shall noti the Engineer when plants are to be shipped to the project site. The
notification shall be given not less than 10 days prior to the actual shipment date.
Carpobrotus cuttings shall be 250 mm (IO") or more in length and shall not be rooted.
Delosperma cuttings shall be 150 mm (6') or more in length and shall not be rooted. Cuttings
shall be tip cuttings from healthy, vigorous and stronggrowing plants and shall be insect and
disease free. Mature or brown-colored stem growths or cuttings which have been trimmed will
not be accepted. Cuttings shall be planted not more than 2 days after cutting and shall not be
.-
.- allowed to dry or wither.
Carpobrotus cuttings shall not be taken from any plants that indicate the presence of ice plant scale (Pulvinaria species).
o2xUmzz:ol PM Par( 2 Standard Supplemental Pmv*ions Pago 46 of 52P.o..
_- The Contractor shall notify the Engineer of the location where cuttings are to be taken at least 10
days prior to taking the cuttings and shall be responsible for all permit and inspection fees
involved in obtaining cuttings.
212-1.5.3 Tree Stakes. Modify as follows: Tree stakes shall be 50mm (2") diameter turned
lodgepole pine, pointed on their driven end.
Add the following section:
212-1.6 Erosion Control Matting. Erosion control matting shall be made of 100-percent-
biodegradable, weed-free wheat straw of thickness and density yielding 270 grams per square
meter (0.50 Ib./sy) with photodegradable polypropylene netting with a density of 0.89 grams per
square meter (1.64 lb/lOOO sy) having an approximate mesh interval of 50 mm x 50 mm (2' x 2')
on each face of the straw mat. The straw mat shall be sewn together with unidirectional lines of
cotton or polypropylene thread spaced approximately 50 mm (2") apart. Erosion control matting
shall be 'North American Green, DS150". "BonTerra ST, or approved equal.
Add the following section:
212-1.7 Erosion Control Mat Staples. Erosion control mat staples shall be 25 mm x 150 mm
(1" x 6"), U-shaped 1 lgauge mild steel staples.
Add the following section:
212-1.8 Root Barriers. Root barriers shall be no less than Im (39') in width. Root barriers
shall be "Biobarrier", as manufactured by Reemay, Inc., 70 Old Hickory Boulevard, Old Hickory,
.- TN 97138, Phone 615-847-7000, no substitutes will be accepted.
212-2 IRRIGATION SYSTEM MATERIALS.
212-2.1.3 Plastic Pipe for Use with Solvent Weld Socket or Threaded Fittings, add the
following: Except as provided in this section, all buried piping in the irrigation system shall be
installed with underground utility marking tape conforming to the requirements of section 207-21
and identifying it as reclaimed water. Intermittent pressure lines (lines on the downstream side of a
controller valve that will not be subject to constant pressure) will not require underground utili
marking tape. All PVC pipe used for irrigation systems shall be colored purple by the addition of a
dye integral to the PVC. Painted pipe will not be accepted. Pressure mainline piping for sues 50
rnm (2") and larger shall be PVC having a pressure rating of 2170 kPa (315 PSI), S.D.R. 13.5.
Stenciled pipe is required for all irrigation system piping including portions not required to be
marked with underground utili marking tape. All pipe shall have stenciling appearing on both
sides of the pipe with the marking 'Reclaimed Water" in 16 mm &*) high letters repeated every
300 mm (IT). PVC non-pressure buried lateral line piping shall be PVC Schedule 40.
Add the following section:
212-2.1.7 Brass Pipe and Fittings. Brass pipe shall be IPS standard weight 125 LB
to the requirements of ASTM B43-91. Brass pipe fittings and connections shall be Standard 125
85 percent copper and 15 percent zinc, trade designation seamless red brass pipe conforming
LB class 85 percent red brass fittings and connections.
212-2.2.7 Valve Boxes. Add the following: All valve boxes shall be marked 'RCV, 'BV or
"QC", 'PB" respectively. Remote control valves shall be marked with station numbers embossed
on the valve cover with a brass tag. (RCV boxes shall have locking covers.) Other boxes such
as pull boxes, etc.. shall be marked with appropriate identification.
Add the following section:
ommz:ol PM Part 2 standard Suppbmontsl Pmv*iw Pap 47 oi 52P.o.I
-.
,"- 212-2.2.8 Ball Valves. Ball valves shall have bottom-loaded pressure-retaining stems, glass-
reinforced seats, and reinforced TFE stem packing seals. Valves sizes 13 mm (%") to 50 mm
(2") shall be pressure rated at 4140 kPa (600 PSI) WOG and 1030 kPa (150-PSI) saturated
steam. Each valve shall be tested, air under water, in the opened and closed position by the
manufacturer. Ball valve must conform to Federal Specification WW-V-35B, Type II, Class A,
Style 3, Endconnection A or C.
Add the following section:
212-2.2.9 Pressure Regulator Valve Pressure regulator valve shall be bronze body with screw
fitting.
Add the following section:
212-2.2.9 Wye Strainers. Wye strainers shall have a cast iron or all-bronze body with a
removable stainless steel or monel strainer. Wye strainers shall be capable of withstanding a
cold water working pressure of 1034 kPa (150 psi). Wye strainers at backflow preventer
assemblies shall be equipped' with a gate valve at the outlet. All other wye strainers shall be
equipped with a garden valve at the outlet.
The strainer screen for the wye strainer in a backtlow preventer assembly shall have an open
shall be woven wire fabric with 850-pm mesh or perforated sheet with 1.14 mm (0.045") area equal to at least 3 times the cross-sectional area of the pipe based on an iron pipe size and
All other wye strainers shall be equipped with 425-pm strainer screens. diameter holes.
212-2.4 Sprinkler Equipment Add the following: All sprinkler heads are to have factory
built-in check valves or a check valve under each head. Drip assemblies shall meet the
following requirements: The drip emitter shall be Pepco Quadra or Rainbird XERI-Bird8 or
approved equal as called on drawings, with four ports. Drip tubing for emitter outlets shall be
Rainbird (RBT-IGOV), Salco, or approved equal. Drip tubing stakes shall be Rainbird No. RS-13,
Salco, or approved equal. Bug cap for drip tubing shall be manufactured by Rainbird, Pepco, or
approved equal. The drip pressure regulator shall be Rainbird, Netafim PVR, or approved equal.
Drip emitter filter shall be Amiad, Rainbird, or approved equal. Drip emitter access boxes shall
be Rainbird No. SEB-GX, Salco Subterranean Emitter Box, or approved equal. Check valves
shall be of heavyduty virgin PVC construction with FIP thread inlet and outlet. lntemal parts
from 1.5 m to 12 m (5' to 40) of head. All sprinkler heads that are without valves in the heads
shall be stainless steel and neoprene. Antidrain valves shall be field adjustable against drain out
are to have an antidrain valve feature and shall have an excess flow feature, which will
automatically stop the flow of water when it exceeds the GPM preset by the manufacturer.
Check valves shall be King Bros., Rainbird, or approved equal.
212-2.3 Backflow Preventer Assembly. Add the following: Backflow preventers shall be one
of the approved reduced pressure principle devices listed by the California Department of Health
Services, Division of Drinking Water and Environmental Management, 601 North 7th Street,
Mailing Station (MS) 92, P.O. Box 942732, Sacramento, CA 94234-7320.
Backflow preventers shall be factory assembled and shall include 2 check valves, one pressure
differential relief valve, 2 shut-off valves and 4 test cocks. Backflow preventer and valves shall be the same size as the pipeline in which they are installed, unless otherwise shown on the
be either resilient wedged gate valves, resilient seated and fully ported ball valves, or resilient
seated butteffly valves. Threaded type shutoff valves shall be provided with a union on one
side of each valve. Unions shall be brass or malleable iron.
Add the following section: ommzz:o1 PM Par( 2 Standard Supphrnentsl Provisions Page 48 of 5zFnges
c
.- plans. Backflow preventer shut-off valves shall be manufactured from iron or bronze and shall
," 212-2.4.1 Additional Equipment. Contractor shall provide the following items to the
Engineer:
I, Two control valve keys.
2. Two wrenches for removing each different type of sprinkler head.
3. Two quick coupler keys. The keys and hose ells shall be of the same manufacturer as
4. the coupling valve.
5. Five keys for opening and locking each automatic controller and enclosure.
Add the following section:
conforming to the specifications of ASTM Designation: D 2287, Cell-type 6464500.
212-2.5 Flexible Hose.- Flexible hose shall be nonrigid polyvinyl chloride (nonrigid PVC) hose
Wall thicknesses of nonrigid PVC hose shall conform to Table 212-2.5(A) when determined in accordance with ASTM Designation: D 2122.
TABLE 212-2.6(A)
FLEXIBLE HOSE
Hose Size-Nominal Range Minimum Wall Thickness*
(Millimeters)
3.91 14 20
12 0.147 3.73 15
(Percent) (Inches) (Millimeters) (Inches)
12 0.179 4.55 1 25
12 0.154 3
'as measured at any point on the cross section.
The hose shall provide leak-free, non-separating connections suitable for the purpose intended
when connected to the fittings specified herein. Fittings for flexible hose shall be injection
molded PVC, Schedule 40, conforming to the specifications of ASTM Designation: D 2466.
Fittings shall be solvent cemented type. Solvent cement for flexible hose and fittings shall be of
commercial quality specifically manufactured for use with nonrigid PVC hose. Primer for flexible
hose fittings shall be the same as specified for plastic pipe supply line fMings.
212-3 ELECTRICAL MATERIALS.
2123.1 General. Add the following: All electrical materials shall conform to the
requirements of the 1996 National Electrical Code.
2123.22 Conductors. Add the following: Low voltage electric wiring running from controller
to the automatic control valves shall be no smaller than No. 14 solid single conductor, copper wire, 0.015 mm (60 mil) insulation, 0.015 mm (60 mil) neoprene jacket, style UF (Direct Burial),
or equal, color code wires to each valve. Neutral wires shall be white, no smaller than No. 12
solid single conductor wire, 0.015 mm (60 mil) insulation, 0.015 mm (60 mil) neoprene jacket,
style UF (Direct Burial).
212-3.3 Controller Unit Add the following: All controllers shall be grounded by one 19 mm
(5/8") diameter by 3 m (lo') long stainless steel grounding rod and a 50-ohm resistance lightning
OZfU41022:Ol PM Part 2 Standard Supplemental Pmvirlons PI@ 49 o( 52P.ger
_- arrestor.
Add the following section.
212-3.4 Irrigation Electrical Service Equipment and Enclosures. Electrical service
equipment shall incorporate the following elements:
2.
1.
4.
3.
5.
6.
7.
8.
9.
IO.
11. -
12.
13.
14.
15.
one 100-amp, 120/240-volt, single-phase load center, as approved by the Engineer;
One 100-amp rated commercial meter socket suitable for the San Diego Gas and Electric
Company meter, with provision for test block bypass having a UL listing and EUSERC
approval;
One 15-amp circuit breaker for each irrigation controller energized by the service;
One 20-amp circuit breaker for the duplex receptacle.
The design, assembly, grounding, wiring, and components of the irrigation electrical service
equipment and enclosure shall meet the requirements of the 1996 edition of the National
Electrical Code.
Electrical service equipment shall be enclosed in a cabinet constructed entirely of 14-gage,
or heavier, 304 stainless steel. The cabinet shall be of welded construction with a brushed
finish; anchoring points shall be inside the enclosure.
The cabinet shall be HYDROSAFE Model No. HS9, Strong Box, or approved equal.
The cabinet shall have a 304 stainless steel interior bulkhead separating the 120/240-v01t
electrical service section from the irrigation controller section.
No wood components shall be used in the enclosure.
Each section of the cabinet shall have full front opening doors with piano hinges, integral
keylock and hasp and staple, or other provision, for padlock.
The cabinet shall be provided with cross-flow ventilation. Ventilation openings shall be
located and designed to preclude rain, irrigation splash, vermin, and insects from entering
the cabinet.
The controller side door shall have provision for mounting control schematics without the
use of adhesives or fasteners. The service side door shall have a clear acrylic plastic
window to allow the electrical meter to be read.
The cabinet shall have a duplex 15-amp, 120-volt receptacle with ground fault interrupter
protection mounted on the interior service side.
Concrete footings and pads supporting the Electrical service equipment shall be 560-C-
3250 and shall be no less than 150 mm (6") thick.
Anchor bolts to secure the service equipment to the concrete pad shall be 10 mm (W)
diameter by 150 mm (6") long hot dip galvanized or stainless steel headed bolts with
washers, without sleeves, conforming to section 304-1.7. Anchor bolts to secure the
service equipment to the concrete pad shall be embedded in the concrete slab between 65
mm and 100 mm (2%" and 4").
SECTION 213 - ENGINEERING FABRICS
213-2 GEOTEXTILES.
213-2.1 General. Add the following: Geotextile types shall be used for the applications listed
in Table 213-2.1(A)
Table 213-2.1(A)
GEOTEXTILE APPLICATIONS
Application of Geotextile Type Designation
Separation of Soil and Street Structural Section
Separation of Soil and Subsurface Aggregate Drain
9ows
1 EON . Reinforcement of Street Structural Section 200ws ommzz:o1 PM Par( 2 Standard supplemental Pmviaionr Page 50 of 52Pagw
I Fencing I
Add the following section:
213-3 EROSION CONTROL SPECIALTIES.
Add the following section:
filled with no less than 23kg (50 Ibs) of 19 mm (%") crushed rock and securely tied closed.
213-3 Gravel bags. Gravel bags for the use of temporary erosion control shall be burlap type,
Plastic bags are not acceptable.
SECTION 214 - PAVEMENT MARKERS
,.".
214-5 REFLECTIVE PAVEMENT MARKERS
Add the following section:
214-5.1 Temporary Reflective Pavement Markers. Temporary pavement markers shown on
the plans and required in the specifications shall be one of the types shown in Table 214-5.1(A),
or equal thereto.
TABLE 2146.11AI ~~~~~~~~ ~
TEMPORARY REFLECTIVE PAVEMENT MARKERS
TY p% I Manufacturer of Distributor
Stimsonite Chip
SeaUTemporary Overlay
John C. Henberger Co., Traffic Safety and Control,
Telephone (819) 292-5772 Marker (Models 300 and 301)
San Diego, California,
TFPM DAPCO Davidson Plastics Company, 18728 East Valley Highway,
Kent, Washington 98032,
Telephone (206) 251-8140.
Add the following section:
2146.2 Permanent Reflective Channelker. Reflective Channelizer shall be new surface- mounted type and shall be furnished, placed, and maintained at the locations shown on the
plans. Reflective channelier posts shall be orange in color. Reflective channeliers shall have
- affixed white reflective sheeting as specified in the special provisions. The reflective sheeting
shall be 75 mm x 300 mm in size. The reflective sheeting shall be visible at 300 m at night
under illumination of legal high beam headlights, by persons with vision of or corrected to 20/20. Reflective channelizer shall be one of the types shown in Table 214-5.2(A), or equal thereto.
,".
REFLECTIVE CHANNELKER
Type Manufacturer of Distributor
Safe-Hit SH236MA Safe-Hit Corporation
1930 West Winton Avenue, Building #I 1
Hayward, CA 94545
Telephone (415) 783-6550
2900 Lockheed Way
Carson Ci, NV 89701
Telephone (702) 883-5104
Rep0 'The Replaceable Post" Western Highway Products
Stanton, CA 90680
P.O. Box 7
Telephone (800) 422-4420
TABLE 214-&2(A)
Carsonite "Super Duck" SDF-436 Carsonite International Corporation
The Contractor shall provide the Engineer with a Certificate of Compliance in accordance with
the provisions of Section 2-5.3.3 'Submittals". Said certificate shall certii that the permanent
design and material requirements approved by the engineer and were manufactured in
reflective channelizers comply with the plans and specifications and conform to the prequalified
accordance with the approved quality control program.
I-
Part 2 Standard Supplemental ProviriinS
,-
.-
Supplemental Provisions
Part 3, Construction Methods
SUPPLEMENTAL PROVISIONS
CONTRACT NO. 36752
CARLSBAD WATER RECYCLING FACILITY
SUPPLEMENTAL PROVISIONS TO
STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION
PART 3, CONSTRUCTION METHODS
SECTION 300 - EARTHWORK
300-1 CLEARING AND GRUBBING.
300-1.1 General. add the following to the third paragraph: During surface clearing operations,
the Contractor shall not cover or bury any plant growth or other objectionable materials. If the Contractor cannot successfully separate the plant growth from the surface soil and advertently or
contaminated shall be removed from the site by the Contractor. All costs, if any, associated with
inadvertently mixes organic or other objectionable materials with the soil, the soil so
- removing the soil mixed with organic or other objectionable materials and importing soil to
therefor shall be made to the Contractor.
replace said contaminated soil shall be borne by the Contractor and no additional payment
INCLUDE THE FOLLOWING SENTENCE ONLY WHEN WE ARE PROVIDING A STOCK
PILE OR SPOIL AREA
300-1.1 General. add the following to the second paragraph: If the Contractor stockpiles, or otherwise deposits soil or unclassified excavation materials, on the stockpile area shown on the
Plans it shall clear and grub the area over which stockpiled soil or unclassified excavation
materials are placed.
300-2 UNCLASSIFIED EXCAVATION.
3003.1 General. add the following: Unclassified excavation shall include removal and
stockpile of suitable material, recompaction, mixing, grading for mitigation work, trenching and
backfilling of storm drains, sewers, other utilities, disposal of unsuitable materials not included in the bid item for clearing and grubbing, all cut and fill including removal and recompaction of
unsuitable soil, salvaging clean excavated material and filling areas to the required grades and
cross section. Unclassified excavation shall be utilied onsite to make all fills shown on the
plans. Unclassified excavation shall also include scarification and moisture adjustment and compaction of the top 300 mm (1’) of the subgrade in the roadway prism in cut areas to 95
percent relative compaction, wetland mitigation grading and attendant work, export of remaining
excess material to a disposal site or spoil area acquired by the Contractor and pumping and
disposal of storm and ground water.
300-2.2.1 General. add the following: Alluvial and colluvial removal and recompaction shall consist of excavating, blending and recompacting loose soils in areas that are designated to
receive fills. The existing loose soils shall be removed by the Contractor until a firm unyielding
surface is exposed or to a depth determined by the Engineer. If the excavated material contains
”
02/12102 9:30 PM Part 3 Standard Supplemental Provirions Page 1 of 27 Pages
.- 4%, or more, water than the optimum moisture content the Contractor shall blend the wet soil
with soils having a lower moisture content and/or spread the excavated material in a manner that
enables the material to dry to optimum moisture content. The cost of spreading and/or drying
shall be included in the contract unit price for removal and recompaction. The excavated
material shall be placed and compacted in accordance with section 3004 of the specifications
except that section 3004.9, Measurement and Payment, shall not apply.
300-2.2.1 General. add the following to the first paragraph: Such direction may include, but is
not limited to, directing the Contractor to blend, adjust moisture content of, rework, and place
unsuitable soils at specific locations or elevations on the site.
Add the following section:
300-2.2.3 Compressible Soil. Compressible soils such as existing uncontrolled or
unacceptable fill, alluvium, and colluvium may exist within portions of the Project site. Where
required by the Engineer, the Contractor shall remove such compressible soils from areas to
receive fill or from areas upon which surface improvements are to be placed. The removal and
disposal of such compressible soils shall be paid for at the Contract Unit Price for unclassified
excavation unless it is considered otherwise unsuitable by the Engineer in which case it may be
paid for in accordance with section 300-2.2.1.
300-2.2.4 Instability of Cuts. Add the following: The Contractor shall remove additional
such excavated material shall be paid for at the Contract Unit Price for unclassified excavation
material as directed by the Engineer to improve the stability of excavated cuts. The removal of
accordance with Subsection 300-2.2.1.
unless it is considered otherwise unsuitable by the Engineer, in which case it will be paid for in
300-2.5 Slopes. add the following: The hinge points (the top and bottom) of slopes shall be
located within 75 mm (0.25) of the locations shown on the plans.
300-2.5 Slopes. add the following: after the first sentence of the first paragraph: A slope
shall be defined as any area steeper than three horizontal to one vertical.
300-2.6 Surplus Material. add the following: The Contractor shall haul and dispose of all
surplus material from the project. The Contractor shall utilize highway legal haul trucks for this
export of material from the project site and to a site secured by the Contractor. No earth moving
equipment or special construction equipment, as defined in section 565 of the California Vehicle
Code, will be allowed for hauling material on public streets.
"
300-2.8 Measurement delete the second paragraph relating to materials removed from stockpiles and add the following: Unclassified Excavation shall be measured based on the volume it occupies in its original position before excavating. The measurement shall be from the
original ground contours after clearing and grubbing and the bottom of areas of excavation to the
design elevations shown on the plans or actual ground contours existing in borrow sites after
excavation. No excavated material which is re-excavated will be measured for payment.
Materials excavated or otherwise removed as all or part of any other bid item shall not be
measured as Unclassified Excavation. The measurement of work performed under sections 300-2.2.1 and 300-2.2.2, 300-2.2.3 and 300-2.2.4 when the Engineer determines that the soils are unsuitable shall be the actual labor, materials and equipment used to accomplish the work as per section 3-3 EXTRA WORK of the specifications. -
Lumr, Sum Price Bid
300-2.9 Payment substitute the following: Payment for all unclassified excavation will be
02/12/02 9:30 PM Pari 3 Standard Supplemental Provirions Page 2 of 27Pm
made at the Contract Lump Sum price bid for unclassified excavation and shall include
compensation for excavation, sloping, rounding tops and ends of excavation, matching existing
graded slopes, loading, exporting and disposing of surplus material and unsuitable material
shown on the plans or specified herein to be removed, stockpiling, hauling to designated sites,
placing and compacting, mixing, grading of mitigation site, salvaging clean and suitable material
work incidental to Section 3004.8 and construction of transitions will be paid for as a part Of
and tilling areas to the required grades and cross sections. Unclassified fill, slope rounding, all
unclassified excavation, and no additional payment will be made therefor.
When required by the plans or specifications or where directed by the Engineer, the excavation
and stockpiling of selected material will be paid for at the Contract Lump Sum price for
unclassified excavation. Removing such selected material from the stockpile and placing it in its
final position will also be paid for at the Contract Lump Sump Price for unclassified excavation
and no additional compensation will be allowed therefor.
Add the following section:
300-2.10 Grading Tolerance. The Contractor shall finish excavated areas other than slopes
and subgrade below structures, within the roadway and sidewalk areas within 30 mm (0.1’) of
the grades shown on the plans. Subgrade tolerances shall conform to the requirements of
section 301-1.4 SSPWC.
300-3 STRUCTURE EXCAVATION AND BACKFILL
- 300-3.1 General. add the following: The Contractor shall excavate to the lines and levels
required and/or shown on the Drawings. The Contractor shall provide all shoring, bracing,
cribbing, pumping, and planking required. The Contractor shall excavate and maintain the
bottom of all trenches in a condition that is level, firm, clean and free from all debris or foreign
matter. Excavations shall be kept free from water at all times. The Contractor shall remove any
unsuitable material encountered below grade as directed by the Engineer
300-3.6 Payment. Add the following: Dewatering shall be paid for as an incidental to
structure excavation and backfill and no additional compensation will be made therefor. Except
for unsuitable materials removed as part of the clearing and grubbing item unsuitable material
encountered below grade will be paid for at the lump sum price bid for structure excavation and
backfill.
3004 UNCLASSIFIED FILL
3004.2 Preparation of Fill Areas. add the following: Except as provided in section 3004.7,
“Compaction”, areas proposed for improvements all fill (including backfill and scarified ground
surfaces) shall be compacted by the Contractor to no less than 90 percent of maximum dry
density as determined in accordance with ASTM Test Procedure D1557-91.
3004.6 Placing Materials for Fills. add the following: The Contractor shall perform grading such that the upper 900 mm (3) of fill placed in the roadway pavement area is composed of
properly compacted low expansive soils. The more highly expansive soils shall be placed in the
deeper fill areas and properly compacted or exported from the site. Low expansive soils are
defined as those soils that have an Expansion Index of 50 or less when tested in accordance
with 1994 UBC Standard 18-2 as published by the International Conference of Building Officials.
Should insufficient soils meeting the requirement of an expansion index of 50 or less be present
within the limits of work, soils of the least expansion index that are available within the limits of
work shall be incorporated in the upper 900 mm (3) of fill placed in the roadway.
02/12/02 930 PM PwI3 Stando~I Supplemental Provisions Page 3 Of 27 Pagem
r,.- The Contractor shall break rock encountered in the excavation into particles of less than 75 mm
(3”). Particles with dimensions greater than 75 mm (3”) shall be uniformly distributed over the
area to be filled so that construction equipment can be operated in such a manner that the larger
pieces will be broken into smaller particles and become incorporated with the other materials in
the layer. This requirement for particle size reduction does not apply to cobbles, small boulders,
and small hard rocks found within the surface soils and formational materials. Rocks having any
dimension greater than 460mm (18”) shall not be incorporated into the fill. Rock exceeding 150
mm (6”) in diameter shall not be placed in the upper 900 mm (3) of any fill. When there are
large quantities of rock to be placed in the fill, rocks shall not be nested, but shall be spread with
sufficient room between them so that intervening voids can be adequately filled with fine material
to form a dense, compact mass. Oversize material which cannot be utilized for erosion mitigation
or landscaping onsite shall be broken to acceptable sizes or removed from the site by the
Contractor. If disposed of within the City of Carlsbad, a separate grading permit will be required
for disposal of rock.
3004.6 Application of Water. add the following: The Contractor shall place all fill soil at a
moisture content no less than one (1) percent below optimum moisture as determined by ASTM
test D-1557-91.
3004.7 Compaction. add the following: The Contractor shall compact all fill soils placed within
the top 1 m (3’) of roadway subgrade to a minimum of 95 percent relative compaction. On all
areas to receive planting, the top 150 mm (6”) shall be compacted to 85%, +2% -5%, to allow for
plant growth.
3004.8 Slopes. add the following: Feathering of fill over the tops of slopes will not be
vertical intervals no greater than 600 mm (2’) or shall be built and cut back to finish grade. In
permitted. The Contractor shall compact the faces of fill slopes with a sheep’s foot roller at
addition, if not over built and cut back, the face of the slope shall be track walked upon
completion.
3004.9 Measurement and Payment. delete and substitute the following: Unclassified fill,
work included in and incidental to Section 300-4, ”Unclassified Fill” will be paid for as a part of
grading, shaping, compacting or consolidating, slope rounding, construction of transitions and all
unclassified excavation, and no additional payment will be made therefor.
-
300-5 BORROW EXCAVATION.
Add the following section:
300-5.2.1 Imported Borrow Properties. The Contractor shall provide imported borrow that is
clean well graded soil consisting of material conforming to all of the requirements in Table 300-
5.2.1(A) and the following requirements. Rock included in the top 1 m (3’) of imported borrow
shall be particles of less than 75 mm (3”). Rock included below the top 1 m (3’) of imported
borrow shall be particles of less than 150 mm (V).
TABLE 3006.2.11A\ ~ ~~~ ~
IMPORTED BORROW PROPERTIES
Tests Requirements Test Method No.
_- R-value
Percent Passing 75p (No. 200) 15 Max. ASTM D 422 Sieve Analysis
4 Max. ASTM D 424 Plasticity Index
10 Max. UBC Standard 18-2 Expansion Index
40 Min. Calif. 301
02112Xl2 930 PM Part 3 Slandard Suppbmenlel Provisions Paw 4 of 27 PSW
300-9 GEOTEXTILES FOR EROSION CONTROL. Modify as follows: 300-9 GEOTEXTILES
FOR EROSION CONTROL AND WATER POLLUTION CONTROL I STORM WATER
POLLUTION PREVENTION PLAN
Add the following section:
300-9.2 General. The Contractor shall provide erosion control and water pollution control
conforming to the requirements shown on the plans, as specified herein, and as elsewhere
required by the Contract Documents. Erosion control and water pollution control shall include
the work specified herein, and such additional measures, as may be directed by the Engineer, to
meet Best Management Practices, as defined herein, and to properly control erosion and storm
water damage of the limits of work and construction impacts upon areas receiving drainage
flows from within the limits of work. The Contractor shall prepare and submit for review and
approval to the Construction Manager, a completed Storm Water Pollution Prevention
Plan (SWPPP). A copy of Section 2 of the Caltrans Storm Water Quality Handbooks is
included in the Appendix to serve as an example guideline for preparation of the SWPPP.
The Contractor shall be responsible for preparing and meeting all requirements of the
SWPPP.
Add the following section:
300-9.2.1 Grading Controls. The Contractor shall protect all areas that have been graded
and/or cleared and grubbed as well as areas that have not been graded and/or cleared and
grubbed within the limits of work from erosion. The Contractor shall provide temporary earth
berms, gravel bags, silt fences, stabilized construction entrances and similar measures,
coordinated with its construction procedures, as necessary and as shown on the plans to control
on site and off site erosion during the construction period. The Contractor will be required to protect areas which have been cleared and grubbed prior to excavation or embankment
operations, and which are subject to runoff during the duration of the contract. The criteria used
to determine the appropriate erosion control measures shall be the "Best Management
Practices", hereinafter BMP, defined and described in the, "California Storm Water Best
Management Handbook, Construction Activity", March 1993 edition (or most recent edition) as
published by the Storm Water Quality Task Force. The Contractor shall maintain a copy of the
"California Storm Water Best Management Handbook, Construction Activity", March 1993 edition
(or most recent edition) on the project site and shall conduct its operations in conformity to said
Handbook.
Temporary erosion control measures provided by the Contractor shall include, but not be limited
to, the following:
a) Embankment areas, while being brought up to grade and during periods of completion prior to
final roadbed construction, shall be graded so as to direct runoff into impoundment areas
within the limits of work where such runoff shall have pollutants removed by BMP methods.
b) The Contractor shall provide protection by BMP measures to eliminate erosion and the
siltation of downstream facilities and adjacent areas. These measures shall include, but shall
not be limited to: temporary down drains, either in the form of pipes or paved ditches with
protected outfall berms; graded berms around areas to eliminate erosion of embankment
c) Excavation areas, while being brought to grade, shall be protected from erosion and the slopes by surface runoff; confined ponding areas to desilt runoff; and to desilt runoff.
These measures shall include, but shall not be limited to, methods shown on the plans and
resulting siltation of downstream facilities and adjacent areas by the use of BMP measures .
described herein.
. -.
-
02/12/02 9:30 PM Part 3 Standard Supplemental Pmvirions Page 5 of 27P1per
_- Add the following section:
300-9.2.2 Payment Full compensation for performing erosion control and water pollution
control, conforming to the operational requirements herein, of the BMP and conforming to the
thereto, which is not a part of the planned permanent work or included as a separate bid item
requirements of the Federal Water Pollution Control Act, including the latest amendments
shall be considered as included in the contract price bid for unclassified excavation, and no
additional compensation will be allowed therefor.
SECTION 301 - TREATED SOIL, SUBGRADE PREPARATION AND
PLACEMENT OF BASE MATERIALS
301-1 SUBGRADE PREPARATION.
301-1.2 Preparation of Subgrade. Modify the second and third paragraphs as follows:
Change each instance reading ‘150m.m (6 inches)” to ‘300 mm (12”)”.
301-1.3 Relative Compaction. Delete the first paragraph and substitute the following: The
Contractor shall compact the upper 300 mm (12”) of subgrade beneath areas to be paved, have
driveway or sidewalk constructed over them to no less than 95 percent maximum dty density as
base or subbase material placed on them, or curb, gutter, curb and gutter, alley pavement,
determined by ASTM test D-1557-91.
~.” 301-1.7 Payment. Modify the first paragraph as follows: Payment for subgrade preparation
shall be included in the contract bid price for which the subgrade is prepared and shall include
all labor, materials; including water, operations and equipment to scarify, adjust moisture,
compact or recompact the subgrade, both in cut areas and in fill areas, and no further
compensation will be allowed.
SECTION 302 - ROADWAY SURFACING
302-1 OILED ROADWAYS AND SHOULDERS
302-1.1 General. add the following: The Contractor shall treat roadway or shoulder to be oiled
with a post emergent herbicide applied to all vegetation within the limits of the area to be oiled.
Herbicide shall be applied at least 2 (two) working days prior to oiling the roadway or shoulder.
Allowance for the two day period shall be shown in the schedule required per section 6-1.
shoulders shall include post emergent herbicide treatment of the areas to be oiled.
302-1.2. Measurement and Payment add the following: Payment for oiled roadways and
3025 ASPHALT-RUBBER CHIP SEAL OR INTERLAYER
Add the following section:
302-3.1 General. The Contractor shall treat all vegetation within the limits of the paved area to
receive asphalt-rubber chip seal treatment with a post emergent herbicide. Herbicide shall be
applied at least 2 (two) working days prior to sealing of street. Allowance for the two day period
shall be shown in the schedule required per section 6-1. Payment for asphalt-rubber chip seal
treatment shall include post emergent herbicide treatment of the areas to receive asphalt-rubber
chip seal treatment.
.”
302-6 ASPHALT CONCRETE PAVEMENT.
02/12/02 930 PM Part 3 Slandard Supplemental Pmviriow Page 6 of 27 Pes
,-
302-5.1 General. add the following: The Contractor shall treat all vegetation within the limits of
the paved area to receive asphalt concrete paving with a post emergent herbicide. Herbicide
shall be applied at least 2 (two) working days prior to paving the area. Allowance for the two day
period shall be shown in the schedule required per section 6-1.
302-5.2.5 Pavement Transitions. add the following: The Contractor shall ramp the approaches and termini to all structures and vertical joints in the cold-milled area which are transverse to
through traffic with temporary asphalt concrete pavement as specified in section 306-1.5.1.
Ramps shall be constructed the same day as cold milling and removed the same day as
permanent paving. Ramp dimensions and compaction shall be as approved by the Engineer.
302-5.4 Tack Coat. add the following: The Contractor shall place a tack coat between the
successive interfaces of existing pavement and new pavement when, in the opinion of the
engineer, the Contractor has failed to maintain or prepare each existing or previously laid course
of asphalt receiving the subsequent course of asphalt in a sufficiently clean state and the asphalt
receiving the new pavement course is ditty enough to impair bonding between the next lift of
asphalt.
302-5.5 Distribution and Spreading. modify as follows After second sentence of sixth
paragraph, add: The Contractor shall provide the spreading and finishing machine used to
construct the asphalt concrete surface course with an automatic screed control for surface
course paving. The automatic screed control shall be 9 m (30) minimum length. The paving
machine shall be operated by an operator and two full-time screed men during all paving. The
windrow pickup machine (ASPWP) will be required at all times when a ASPWP is used.
Contractor shall provide an on-site backup paving during all paving operations. A backup asphalt
Additionally, a front end loader will be required during all ASPWP paving. The surface course
shall be 50 mm (2”) thick. Leveling courses will be required in a variable thickness pavement
section.
302-5.6.1 General. modify as follows: Second paragraph, Part (2), add: Pinched joint rolling
othewise directed by the Engineer. procedures shall be required, and vibratory rollers shall be limited to breakdown, unless
modify as follows: After last paragraph, add: Unless directed otherwise by the Engineer, the
initial breakdown rolling shall be followed by a pneumatic-tired roller as described in this section.
302-5.9 Measurement and Payment. add the following: Payment for asphalt concrete shall
be at the unit price bid per ton. No additional payment shall be made for any tack coat.
”
SECTION 303 CONCRETE AND MASONRY CONSTRUCTION.
303-1 CONCRETE STRUCTURES
303-1.6.2 Falsework Design. add the following: The Contractor shall provide all temporary
bracing necessary to withstand all imposed loads during erection, construction, and removal of
any falsework. The Contractor shall provide falsework drawings and calculations prepared by a
registered professional engineer, civil or structural, that show provisions for resolution of all
loads that may be imposed upon the falsework. Such plans and calculations shall include:
1. Resolution of all live, dead, wind, construction and impact loads that may be imposed on the
2. Temporary bracing or methods to be used during each phase of erection and removal of the
falsework.
falsework.
02/12/02 930 PM Par( 3 SUndard Suppbmentsl Proviaions Page 7 of 27 Pages
,- 3. Concrete placement sequence.
4. Erection and removal sequence. 5. Deflection values for the falsework that include recommended methods to compensate for
falsework deflections, vertical alignment, and anticipated falsework deflection.
Add the following section:
303-1.9.5 Surface Finish for Concrete Spillway. The Contractor shall provide a surface finish
for concrete spillway to prevent the use of rollerblades, skateboards, and other rolling devices. Surface finish shall be a rough rake finish approved by the Engineer.
303-2 AIR-PLACED CONCRETE.
303-2.1.1 General. add the following: Modify Regional Standard Drawing D-75 as follows:
replace stucco netting with 150mm x 150mm (6" x e) by No. 10 by No. 10 welded wire mesh.
Add the following section:
303-5 CONCRETE CURBS, WALKS, GUTTERS, CROSS GUTTERS,
ALLEY INTERSECTIONS, ACCESS RAMPS, AND DRIVEWAYS.
303-5.5.2 Curb. add the following: The Contractor shall stamp the curb face with 75 mm (3")
high block letters directly above the point that it is crossed by underground facilities with the
marking specified in Table 303-5.5.2(A)
TABLE 3036.5.2(A)
Curb Face Markings
Type of underground facilities Marking
Water Service Lateral W
Sewer Service Lateral S
Pull Box PB
Irrigation Water Lateral or Sleeve RW
.,"
303-5.9 Measurement and Payment. add the following: Curb and gutter, and curb, shall be
thereto. Neither curb and gutter nor curb will be paid for across the length of local depressions,
considered as continuing across driveways and access ramps when WnStNcted adjacent
except that which occurs in gutter transitions at each side of an inlet.
SECTION 306 - UNDERGROUND CONDUIT CONSTRUCTION
306-1 OPEN TRENCH OPERATIONS
Add the following section:
306-1.1.7 Steel Plate Bridging - With a NonSkid Surface. This section covers the use of
trench plate that does not meet the requirements of this section both in application and
steel plate bridging. The Contractor shall not employ the use or use steel plate bridging or
circumstance of use.
Add the following section:
306-1.1.7.1 Requirements for Use. Alternate construction methods that avoid the use of steel
plate bridging shall be used by the Contractor unless otherwise approved by the Engineer. It is
recognized that to accommodate excavation work, steel plate bridging may be necessary. All
conditions for use of steel plate bridging set forth in the following requirements must be fulfilled
-
02/1u)2 9:30 PM Pelt 3 Standad Suppbmntal Provisions Page 8 of 27 Pager
,-- as conditions of approval of the use of steel plate bridging. Consideration of steel plate bridging
in the review process will take into account the following factors:
1. Traffic volume and composition.
2. Duration of use of the steel plate bridging.
3. size of the proposed excavation.
3. Weather conditions.
The following formula shall be used to score the permitted use of steel plate bridging:
X LANES
PS = [ ADT + EWL + DAYS + 10 X WEEKEND + 5 X NIGHTS + 20 X WEATHER + SPEED (kmh) + SLOPE X 1001
lo00 8
PS = [ ADT + EWL + DAYS + 10 X WEEKEND + 5 X NIGHTS + 20 X WEATHER + SPEED (rnoh) + SLOPE X 1001
X LANES 1000 5
PS
where:
ADT
EWL
DAYS
.- WEEKEND
NIGHTS
WEATHER
SPEED
SLOPE
LANES
- - plate score. - average daily traffic as defined in the CALTRANS Traffic Manual. - equivalent wheel loads as defined in the CALTRANS Traffic Manual. - total number of 24 hour periods during which the plates will be utilized at
- total number of Saturdays, Sundays and holidays that the plates will be
- total number of overnight periods that the plates will be in place, exclusive
- total number of 24-hour periods that the plates will be utiliied at the site
- the design speed in kilometers per hour or miles per hour, as applicable in
- the quotient of the vertical differential divided by the horizontal distance.
- - -
the site being considered.
utilized at the site being considered.
of Saturday, Sunday and holiday nights.
being considered when the possibility of rain exceeds 40 percent.
the formulae above, of the street where the plates are to be installed. This
number shall not be reduced for construction zone speed reductions.
The vertical and horizontal dimensions shall be measured at the locations
spanning a distance of 15 m (50) up and downstream of the position of the
proposed steel plate bridging.
-
-
-
-
-
- - the number of lanes where plates will be used.
When the computed value of the plate score exceeds 50, steel plate bridging shall not be ussd
unless, and at the sole discretion of the Engineer, the Engineer determines that no alternative
method of construction is possible in lieu of using steel plate bridging or that other overriding
considerations make the use of steel plate bridging acceptable. Alternatives considered to
bridging shall include, but not be limited to, detouring traffic, construction detour routes,
tunneling, boring and other methods of trenchless construction. Unless specifically noted in the provisions of the Engineer's approval, the use of steel plate bridging at each location so
approved shall not exceed four (4) consecutive working days in any given week.
Add the following section:
306-1.1.7.2 Additional Requirements. In all cases when the depth of the trench exceeds the
width of the steel plate bridging resting on each side of the pavement adjacent to the trench,
safety regulations require or the Engineer determines that shoring is necessary to protect the
7-10.4.1 of the Standard Specifications. The trench shoring shall be designed and installed to
health or safety of workers or the public the Contractor shall install shoring conforming to Section
,"
02/12/02 9:30 PM Pan 3 Standard Supplemental Provisions Pap 9 of 27 Page8
P support the steel plate bridging and traffic loads. All approvals for design, substitution of
materials or methods shall be submitted by the Contractor in accordance with all provisions of
section 2-5.3 Shop Drawings and Submittals. The Contractor shall backfill and resurface
excavations in accordance with section 306-1 5.
Add the following section:
306-1.1.7.3 installation. When backfilling operations of an excavation in the traveled way,
whether transverse or longitudinal cannot be properly completed within a work day, steel plate
bridging with a non-skid surface and shoring may be required to preserve unobstructed traffic
flow. In such cases, the following conditions shall apply:
a) Steel plate bridging when the plate score exceeds 50 is not allowed except when, at
b) Steel plates used for bridging must extend a minimum of 610 mm (2) beyond the
c) Steel plate bridging shall be installed to operate with minimum noise.
the sole discretion of the Engineer, it is approved as specified hereinbefore.
edges of the trench.
When the use of steel plate bridging and shoring is approved by the Engineer, the Contractor
shall install using either Method (I) or (2) depending on the design speed of the portion of street
where the steel plate bridging is proposed for use.
Method 1 [For speeds more than 70 Kmlhr (45 MPH)]: The pavement shall be cold planed to a
depth equal to the thickness of the plate and to a width and length equal to the dimensions of
the plate. The cold milling shall produce a flat surface that the plate shall rest on with no
horizontal or vertical movement. Horizontal gaps between the unmilled pavement and the plate
the contractor's option, be mixed with no more that 50%, by volume, of Type I aggregate
conforming to the requirements of tables 203-5.2(8) and 203-5.3(A) .
Method 2 [For speeds 70 Kmlhr (45 MPH) or less]: Approach plate@) and ending plate (if
longitudinal placement) shall be attached to the roadway and shall be secured against
displacement by using two adjustable cleats that are no less than 50 mm (2") shorter than the
width of the trench bolted to the underside of each plate and located within 150 mm (6") of the
beginning and end of the trench for plates at the beginning and end of the trench, a minimum of
two 300 mm long by 19 mm diameter (12" x W) steel bolts placed through the plate and driven
into holes drilled 300 mm (12") into the pavement section, or other devices approved by the
Engineer. Subsequent plates shall be butted to each other. Fine graded asphalt concrete shall
be compacted to form ramps, maximum slope 8.5% with a minimum 300 mm (12") taper to cover
section shall be completely filled with elastomeric sealant material. At the Contractor's option,
all edges of the steel plates. When steel plates are removed, the dowel holes in the pavement
the methods required for Method 1 may be used. If the Contractor so elects, all requirements of
Method 1 shall be used. The Contractor shall maintain the steel plates, shoring, and asphalt
concrete ramps and maintain and restore the street surface during and after their use.
Add the following section:
Table 306-1 .I .7.4(A)
306-1.1.7.4 Materials. The minimal thickness of steel plate bridging shall be as shown in
TABLE 306-1.1.7.4A)
. .. shall not exceed 25 mm (1") and shall be filled with elastomeric sealant material which may, at
REQUIRED PLATE THICKNESS FOR A GIVEN TRENCH WIDTH
Maximum Trench Width (I)
13 mm ('/2") 0.3 m (lo")
Minimum Plate Thickness
22 mm ('/*"I 0.8 m (31")
19 mm ('/,") 0.6 m (23")
02/12/02 930 PM Psfi 3 Standard Suppkmsntal PrOviliinns Page 10 of 27 Pages
-
1.0m (41”)
32 mm (1 X) 1.6 m (63”)
25 mm (1”)
(1) For spans greater than 1.6 rn (S), a structural design shall be prepared by a registered civil engineer and submitted to the Engineer for review and approval in accordance with section 2-5.3.
Steel plate bridging shall be steel plate designed to support the HS20-44 truck loading per
CALTRANS Bridge Design Specifications Manual. The Contractor shall maintain a non-skid
surface on the steel plate with no less than a coefficient of friction of 0.35 as determined by
California Test Method 342. If a different test method is used, the Contractor may utilize
standard test plates with known coefficients of friction available from the CALTRANS District 11
Materials Engineer to correlate skid resistance results to California Test Method 342. In addition
to all other required construction signing, the Contractor shall install Rough Road (W33) sign
with black lettering on an orange background in advance of steel plate bridging.
Add the following section:
306-1.1.7.5 Measurement and Payment. Steel plate bridge materials including, but not limited
to: steel plates, anchoring devices, cold milling, elastomeric sealant material, asphalt ramping
and padding, signage, placing, installation, removal, relocation, preparation .and processing of
shop drawings and submittals to support the use of steel plate bridging and all other materials,
labor, supervision, overhead of any type or description will be paid for as an incidental to the
work that the bridging is installed to facilitate. No separate payment for steel plate bridging will
bridging.
be made. No extension to contract time will be allowed for, or because of, the use of steel plate
306.1.2.2 Pipe Laying. add the following: The Contractor shall place electrical conduit per
SDG&E plans, Construction Order No. 2510030, Project No. 408918-060.
7
306-1.2.4 Field Jointing of Reinforced Concrete Pipe. add the following: The Contractor shall
provide Gasket-type joints for reinforced concrete pipe (watertight joints) where indicated on
plans.
306-1.3.1 General. add the following: The Contractor shall install detectable underground utility
marking tape 230 mm X75 mm (9” X 3”) above each or, in the case of bundled underground
conduit of the same type, the upper underground conduit being installed by the open trench
method. The type and color of detectable underground utility marking tape shall conform to the
requirements of section 207-25 et seq.
306-1.3.4 Compaction Requirements. delete Section 306-1.3.4 and replace with the following:
The Contractor shall densify trench backfill to a minimum of 90 percent relative compaction
except that in the top 300 mm (12”) of the street right-of-way, compaction shall be 95 percent.
306-1.5 Trench Resurfacing.
306-1.5.1 Temporary Resurfacing. Delete the fourth and fifth paragraphs and substitute the
following: Temporary bituminous resurfacing materials which are placed by the Contractor are
for its convenience and shall be at no cost to the Agency. Temporary bituminous resurfacing
materials shall be used in lieu of permanent resurfacing only when approved by the Engineer.
- shall be removed and replaced with permanent resurfacing within 7 days of placement. No
When temporary bituminous resurfacing materials are used in lieu of permanent resurfacing it
additional payment will be made for temporary bituminous resurfacing materials. The price bid
for the associated conduit or structure shall include full compensation for furnishing, placing,
maintaining, removing, and disposing of such temporary resurfacing materials.
02/12/02 930 PM Psrl3 Standard Supplemental Provirions Page 11 of 27 Pages
- 306-1.5.2 Permanent Resurfacing. Add the following: Except as provided in section 306-
"Temporary Resurfacing," the Contractor shall perform permanent trench resurfacing within 24
1.5.1.
hours after the completion of backfill and densification of backfill and aggregate base materials.
306-1.6 Basis of Payment for Open Trench Installation. add the following: Payment for
utilities undergrounding which includes the utility trench for CATV and SDGBE and conduit for
SDG&E's electric conversion shall be made on the basis of contract lump sum price for utilities
undergrounding and no other payments will be made. Cox Cable will supply and deliver
conduits and fittings to be installed by the Contractor. Cox Cable will install enclosures. The
Contractor will furnish and install 6.4 mm YK) nylon pull ropes in all conduit.
306-5 ABANDONMENT OF CONDUITS AND STRUCTURES. Add the following: Unless
otherwise noted on plans, the Contractor shall remove all existing abandoned pipelines and
conduits of any type, or use, and pipelines and conduits of any type, or use, that are abandoned
during the course of the work and shall replace said pipelines and conduits with properly
compacted soils. Payment for removal and disposal of abandoned utilities shall be included in
the lump-sum bid for Clearing and Grubbing, and no additional payment will be made.
SECTION 307 - STREET LIGHTING AND TRAFFIC SIGNALS
307-3 STREET LIGHTING CONSTRUCTION. Modify as follows: Section 209, "Signals,
Lighting and Electrical Systems" herein, shall replace Section 307-3, "Electrical Components", of
and methods of construction for all elements of street lighting and traffic signals.
- the SSPWC in all matters pertaining to the specifications for measurement, payment, warranty,
SECTION 308 LANDSCAPE AND IRRIGATION INSTALLATION
308-2 EARTHWORK AND TOPSOIL PLACEMENT
308-2.3.2 Fertilization and Conditioning Procedures. add the following: The Contractor
shall cultivate the surface of all areas to be planted or hydroseeded by discing, ripping or
scarifying the finish grade. After cultivation the Contractor shall clear the planting areas of stones
to the depth of cultivation and shall be rake the planting areas to a smooth friable and plantable
surface. The Contractor shall cultivate all planting areas, except slopes steeper than 3-1/2:1
(horizontal to vertical), to a depth of 300 mm (12"). The planting areas that are slopes steeper
than 3-1/2:1, shall be cultivated to a depth of 150 mm (6"). After cultivation, the soil
amendments shown in table 308-2.3.2(A) shall be thoroughly blended 150 mm (6') deep in all
planting areas. Except for planting pits the cultivation depths are designated as the root area.
Backfill for planting pits shall conform to the requirements of section 3084.5. After surface
preparation and application of the soil amendments shown in Table 308-2.3.2(A) the Contractor
shall obtain a minimum of one test for each soil properly listed in Tables 308-2.3.2(8) and 308-
2.3.2(C) from each median planter, at least one test per 150 m (500') from each parkway and
for each hectare (2.5 acres) of hydroseeded area and shall submit the results of said tests to the
Engineer. The Contractor shall then adjust the soil properties to the acceptable ranges of soil
properties shown in Tables 308-2.3.2(8) and 308-2.3.2(C) using such materials and methods as
may be necessary. Organic soil amendment materials shall not be included in the samples used
to determine compliance to the soil particle gradation requirements of Table 30&2.3.2(C). If
adjustments are necessary the soil shall be tested by the Contractor after such adjustments for
each soil properly listed in Table 308-2.3.2(8) and 308-2.3.2(C) to determine that the
adjustments to the soil made by the Contractor result in soil properties within the acceptable
range. The Contractor shall adjust the soil properties and show acceptable ranges prior to any planting or application of hydroseed slurry. Prior to the start of any planting or application of
02/12102 9:M PM Part 3 Standard Suppbmentsl Pmviaiinr Page 12 Of 27PaQea
-
than 75 percent of field capacity. The Contractor shall certify, in writing, that the ground surface
hydroseed slurry the surface and root area shall be evenly and thoroughly moistened to no less
has been prepared in accordance with this section and shall request inspection by the Engineer prior to any planting or seeding. The Contractor shall obtain the Engineer's approval before any
planting or hydroseeding.
TABLE 308-2.3.2(A)
SOIL AMENDMENTS
Soil Amendment Approx. US. Application Rate Metric Application Rate
Agricultural Gypsum
500 g per square meter Calcium Carbonate Lime 50 g per square meter Iron Sulfate
100 Ibs. per 1,000 square feet 500 g per square meter 10 Ibs. per 1,000 square feet
100 Ibs. per 1,000 square feet
Organic Soil Amendment 0.041 15 cubic meters per square 5 cubic yards per 1,000 square feet
meter (average depth 41 mm) (average depth 1 5/8")
TABLE 308-2.3.2(8)
SOIL PROPERTIES
Soil Property Repeatability Range of Test Test Method Acceptable Range
PH f 0.1 pH Saturation Paste pH 6.5 to 7.3
Dissolved Salts f 7% Saturation Paste < 4.0 dS m"
(Ec,)
f2 ASTM D424 NP to 10 Plasticity Index
Soluble Salts
" Liquid Limit f2 ASTM D 423 N/A to 30
TABLE 308-2.3.21CI
SOIL PARTICLE GRADATION
~~ ~~~~ ~~ ~ ~ ~~~
Sieve Siize Percent Passing
19 mm (V,")
30 - 70 75 pm (No. 200)
35 - 70 475 pm (No. 40)
40 - 75 1.09 mm (No. IO)
60 - 05 4.75 mm (No. 4)
95 - 100 9.5 mm (Ve")
100
For areas to receive planting of all types, excluding only hydroseeding, the Contractor shall
amend the prepared soil by blending 200 g of 7-7-7 fertilizer per square meter (40 Ibs. per
1,000 square feet) into the top 150 mm (6") of soil after the completion of adjustment of soil
properties and acceptance of the planting area by the Engineer. The Contractor shall apply
post-plant 12-4-6 fertilizer at the rate of 20 pounds per 1,000 square feet, 30 days after planting
and every 30 days through the end of the maintenance period.
308-2.4 Finish Grading.. add following: The Contractor shall prepare the finish grade in
hydroseed slope areas with a moderately rough texture to provide a suitable surface for
adherence of the hydroseed mix.
.-
308-4 PLANTING.
3084.1 General. add the following: The Contractor shall perform actual planting during those
periods when weather and soil conditions are suitable and in accordance with locally accepted
horticultural practice and as approved by the Engineer. No planting shall be done in any area
02/12/02 930 PM Part 3 Standard Supplsmentsl Prwisbns Page 13 of 27 Pages
,- until it has been satisfactorily prepared in accordance with these specifications. Soil moisture
level prior to planting shall be no less than 75 percent of field capacity. The Contractor shall
obtain the Engineer's approval of planting pits before planting operations begin. For pit planted
vegetation when the soil moisture level is found to be insufficient for planting, the Contractor
shall fill the planting pits with water and allow them to drain before starting planting operations.
No more plants shall be distributed in the planting area on any day than can be planted and
watered on that day. The Contractor shall plant and water all plants as herein specified
immediately after removal from their containers. Containers shall not be cut prior to placing the
plants in the planting area. It shall be the responsibility of the Contractor to provide continuous
horticultural services and temporary and/or permanent irrigation to all planted and hydroseeded
areas so that the planted and hydroseeded vegetation is 100 percent healthy and thriving prior
to, and throughout the, landscape maintenance period.
3084.2 Protection and Storage. add the following: The Contractor shall submit a sheltered
and secure location for on-site plant storage area for the Engineer's approval prior to the
delivery of any plant materials. Any plant determined by the Engineer to be wilted, broken, or
otherwise damaged shall be rejected at any time during the project, whether in the ground or
not. All plants shall be handled by their containers. Any plant that has been handled by its trunk
or stem shall be rejected. All rejected plants shall be removed from the site immediately.
308-4.3 Layout and Plant Location. modify as follows: Planting areas shall be staked by the
Contractor and the Contractor shall obtain the Engineer's approval of the planting layout before
planting operations begin.
- 3084.5 Tree and Shrub Planting. add the following: The Contractor shall amend the bacMill
for planting holes to a thoroughly blended mixture of clean loamy soil meeting the requirements
of Tables 308-2.3.2(8) and 308-2.3.2(C) and then blend the amendments listed in Table 308-
44A) into the backfill for planting holes.
TABLE 3084.5(A)
BACKFILL AND AMENDMENTS FOR TREE AND SHRUB PLAN
Pruning shall be limited to the minimum necessary to remove injured twigs and branches, and to
compensate for loss of roots during transplanting, but never to exceed one-tenth the branching
structure. Pruning may be done only with the approval of, and in the presence of, the Engineer.
Cuts over 19 mm (W) shall be painted with an approved tree wound paint.
- Add the following section: 3084.5.1 Root Barriers. Root barriers shall conform to section 212-1.8,. Root Barriers. The
top of the root barrier shall be 25 mm (1") below the finish grade of the planted area. The bottom
Contractor shall install root barriers continuously at the edges of all median planter areas. The
of the root barrier shall be installed 1.25 m (40") below the finish grade of the planted area. Install as indicated on the plans, eliminating any breaks in the barrier by providing at least 150
02/12/02 930 PM Part 3 Standard Supplemental Provisions Pap 14 of 27Pages
- mm (6") of overlap at splices or damaged areas. Splices and repair patches shall be stitched to
the root barrier material by a running stitch of no less than 6 6 1 stitches per 25 mm (I").
3084.6 Plant Staking and Guying. add the following: The Contractor shall install all boxed
trees per drawings L-1 and L-2 of the San Diego Regional Standard Drawings unless details
shown on the project plans differ therefrom.
3084.8.2(b) Method B. add the following:
The Contractor shall prepare hydroseeding slurry on the job site. Slurry additives shall arrive at
the site in bags sealed and properly identified by the manufacturer. All specified additives and
water shall be added on the job site at the rates specified and shall be thorough\y mixed at the
job site. The Contractor shall add seed to the slurry after the fiber mulch has been thoroughly
incorporated. The Contractor shall spray all areas with a uniform, visible coat using the green
arched stream so as to fall like rain allowing the mulch fibers to built on each other until a good
color of the mulch as a guide. The Contractor shall apply the slurry in a sweeping motion, in an
coat is achieved and the material is spread, evenly, at the required rate per area. The
Contractor shall use care not to drag spray hoses over container planted material and shall
attempt to spray from the edges of the planting areas wherever possible. Any slurry mixture
which has not been applied to the planting areas within four (4) hours after mixing is be rejected
and removed from the project at the Contractor's expense. Any slurry spilled into areas outside
the limits of work shall be cleaned up at the Contractor's expense to the satisfaction of the
Engineer. The Contractor shall assure that the site is properly prepared. The Contractor shall
repair all tire ruts created by the equipment. Areas needing grading repair prior to hydroseeding
shall be blended and floated to match surrounding grades. Areas having less than 80% plant
days until 80% of the ground surface is evenly covered by hydroseeded or subsequently
reseeded growth.
Add the following section:
308-4.8.3.1 Weed Eradication. The Contractor shall water all irrigated areas to be
hydroseeded for three (3) weeks prior to hydroseeding to allow for germination of the weed
seeds. The Contractor shall spray all weeds with a post emergent herbicide immediately after
the completion of the three week irrigation period. After two (2) weeks, the Contractor shall
again eradicate the weeds and complete the preparation of the soil prior to the application of the
hydroseed mixes.
Add the following section,
3064.10 Erosion Control Matting Installation
Add the following section,
3084.10.1 General. Before installation of erosion control matting the Contractor shall complete
all soil preparation, fine grading, and hydroseeding of the areas to receive erosion control matting.
Add the following section:
3084.10.2 Coordination with Hydroseeding. Erosion control matting shall be installed by the Contractor immediately after the first application of hydroseed materials, In all cases the
Contractor shall place the erosion control matting within three days after the first hydroseed
three-day period after application or before the installation of the erosion control matting, the
material application. Should any seed in the hydroseed materials begin to germinate within the
installation of the erosion control matting shall be considered as late and the Contractor shall disc the hydroseed materials into the top lOOm (4) of the underlying soil, condition the soil for
hydroseeding, apply hydroseeding materials at the rates and of the type specified and then
02/12/02 9:30 PM Part 3 Standard Supplemental Provhrions Page 15 of 27 Pages
.- coverage within thirty (30) days after the initial application shall be reseeded every twenty (20)
_- install the erosion control matting. No additional payment will be made for second or subsequent
hydroseed applications resulting from late installation of erosion control matting.
1.
2.
3.
4.
5.
6.
7.
Add the following section:
3084.10.3 Installation. The Contractor shall install erosion control matting using the following
techniques:
Begin at the top of the slope by placing the erosion control matting into a 150 mm (6") wide by
150 mm (6") deep trench with the end of the matting laid flat in the bottom of the trench
Anchor the end of the erosion control matting with erosion control mat staples spaced no
more than 300 mm (12") on centers placed atthe intersection of the bottom and the downhill
vertical face of the trench.
Roll the erosion control matting down the slope.
Staple the erosion control matting on an alternating grid consisting of three across and two
across lines of staples in horizontal lines spaced 900mm (3) on centers.
Erosion control mat so stapled shall be spaced such that no less than 1 % staples per square
meter (1 % staples per square yard) are provided to anchor the erosion control matting.
Start the adjacent erosion control mat as in Item 1. of this section, overlapping the previously
placed mat by no less than 50 mm (2"). Staple placement may be such as to use the staples used to secure the adjacent mat to
secure both mats along their edges.
308-5 IRRIGATION SYSTEM INSTALLATION.
308-5.1 General. add the following: The Contractor shall apply irrigation water as often and in
sufficient amounts, as conditions may require, to germinate and establish the seed and keep the
container plants healthy and growing. The Contractor shall lay out lines, valves, and other
Contractor shall be responsible for damages caused by its operations. Connections shall be
underground utilities and receive the approval of the Engineer before digging trenches. The
made at approximately the locations shown on the drawings. The Contractor shall be
responsible for unapproved changes. Permission to shut off any existing in-use water lines must
be obtained 48 hours in advance, as to the date, time and exact length of time of each shut-off.
The Contractor shall demonstrate that the entire irrigation system is under full automatic
operation for a period of seven days prior to any planting.
308-5.2 Irrigation Pipeline Installation. add the following: The Contractor shall install all
pressure main line piping from the irrigation system so as to maintain 3.1 m (IO) minimum
horizontal separation from all potable water piping. Where reclaimed and potable water
pressure mainline piping cross, the reclaimed water piping shall be installed below the potable
water piping, sleeved in a pressure rating of 200 PSI SDR 21 "Alertline" PVC sleeve which
extends a minimum of 3.1 m (IO) on either side of the potable water piping and be located to
provide a minimum vertical clearance of 300 mm (12") between the reclaimed and potable water
taped along its entire length with 75 mm (3") wide purple warning tape which reads "Caution
lines. Conventional (wh%e) PVC pipe Schedule 40 may be used for sleeving material if it is
Reclaimed Water".
For trenching through areas where topsoil has been spread, the Contractor shall deposit topsoil
on one side of trench and subsoil on opposite side. Subsoil shall be free of all rocks 13 mm (W)
in diameter or larger, debris, and litter, prior to use as backfill. The Contractor shall repair any
leaks and replace all defective pipe or fMings until lines meet test requirements. The Contractor
tightness, qualify of workmanship, and materials. The Contractor shall not be backfill trenches
until all required tests and observations are performed. Observations include sprinkler heads, all
fittings, lateral and mainline pipe, valves, and direct burial wire.
-
- shall not cover any lines until they have been inspected and approved by the Engineer for
OZ/4ZlOZ 950 PM Part 3 Standard Supplemental Prnvisiinr Paps 16 of 27P-
." 308-5.2.3 Plastic Pipeline. add the following: The Contractor shall store all pipe and fittings
under cover until used, and all pipe and fttings shall transported in a vehicle with a bed long
enough to allow the length of pipe to lay flat so as not to be subjected to undue bending or
concentrated external load at any point. Pipe ends and fttings shall be wiped with MEK, or equal,
before welding solvent is applied. Welded joints shall be given a minimum of 15 minutes to set
before moving or handling. All field cuts shall be beveled to remove burrs and excess before
fitting and gluing together. The Contractor shall center load pipe with small amount of backfill to
prevent arching and slipping under pressure. Joints shall be exposed for inspection during
testing. Plastic-to-plastic joints shall be solvent-welded, using only solvent recommended by pipe
manufacturer.
Add the following section:
308-5.2.6 Installation of Brass Pipe. The Contractor shall cut brass piping by power hacksaw,
circular cutting machine using an abrasive wheel, or hand hacksaw. No piping shall be cut with
burrs on all pipe so that smooth and unobstructed flow is obtained, place Teflon tape, Teflon
metallic wheel cutter of any description. The Contractor shall ream and remove rough edges or
dope, or approved equal on male threads only, and tighten to prevent any leakage. The
Contractor shall tighten screwed joints with tongs or wrenches. Caulking is not permitted.
Add the following section:
308-5.3.1 Valves. add the following:
The Contractor shall install each control valve in a separate valve box with a minimum of 300 rnm
(12") separation between valves and 150 mm (6") from any fixed object or structure.
Add the following section
308-5.3.2 Valve Boxes. The Contractor shall install no more than one valve per box. All boxes
are to be marked as to the type of valve. Remote control valve boxes shall also indicate control
station number.
Add the following section:
308-5.3.3 Backflow Preventer. The Contractor shall install backflow preventer assembly in
accordance with manufacturer's specifications and as directed on drawings. Exact location and
positioning shall be verified on the site by the Engineer.
308-5.4.4 Sprinkler Head Adjustment. add the following: The Contractor shall flush and
adjust all irrigation heads and valves for optimum performance and to prevent overspray onto
walks, roadways buildings, walls, and other structures.
Add the following section:
308-5.4.5 Drip Assembly. The Contractor shall install drip emitter filter on the supply side of all
electric pressure regulating control valve for all emitter systems. The Contractor shall install a
flush valve on the discharge side of all drip laterals.
308-5.5 Automatic Control System Installation. add the following: The Contractor shall
install all portions of the electrical installation with materials and methods conforming to the
requirements of the 1996 National Electrical Code. The Contractor shall provide no less than
one control wire and one common ground wire to service each valve in system.
.-.
.- 308-5.6.3 Sprinkler Coverage Test. add the following: This test shall be accomplished
before any ground cover is planted.
308-6 MAINTENANCE AND PLANT ESTABLISHMENT. Add the following: For
hydroseeded areas, median planting and mitigation area, The Contractor shall maintain said
02/12/02 9:s PM Pan 3 Standard Suppkmmntal Pmviaionr paw 17 of nPaw
_- areas for period of no less than 120 days or until final acceptance of the project, whichever is the
greater. Mowing is not required for hydroseeded areas. The Contractor shall provide complete
landscape maintenance of all planted areas. The work shall include, but not be limited to,
watering, litter control, weed control, stake repair, cultivating, supplementary fartilition, repair of
irrigation systems, and control of diseases and pests. The Contractor shall submit a written plan to
control weeds, disease, and pest infestations in the planting areas. The submittal shall conform to
the requirements for shop drawings as specified in section 2-5.3 et seq. of the specifications. The
Engineer shall approve all methods and materials for such control. Upon approval, the Contractor
shall implement the control measures, exercising extreme caution in using pesticides and taking all
steps to ensure the safety of the public. Only licensed personnel will be permitted to perform toxic
spraying work. During the plant establishment period, the Contractor shall furnish sufficient
workers and equipment on a daily basis to perform the work required by this section. Any day
when the Contractor fails to adequately carry out specified maintenance work, as determined
necessary by the Engineer, will not be credited as one of the plant establishment days. All planting
areas which are damaged by construction shall be repaired by the Contractor within twenty
(20) days following completion of construction in such. The Contractor shall repair such damaged
areas. The repair shall consist of bringing the damaged area back to final grade, preparing the
soil, replanting the area with the same vegetation as originally specified, and maintaining the area
to achieve acceptable plant establishment.
The Contractor shall provide temporary irrigation for hydroseeded areas for a minimum of
120 days to ensure adequate plant establishment. Towards the end of the maintenance period,
the Contractor shall gradually reduce the amount of irrigation to allow plant adaptation to non- irrigated conditions. Upon the approval of the engineer, the temporary irrigation system shall be
80% established and the coverage must be evenly successful over the entire hydroseeded area
and adequate to prevent erosion no less than 30 days before the end of the maintenance period. Should the coverage not be achieved the maintenance period shall be extended until the required
coverage is achieved plus an additional 30 day period. The Contractor shall call for a final
inspection 30 days before the end of the maintenance period and at the end of the maintenance
period. Failure to pass inspection will result in an extension of the maintenance period. The
to the specifications.
Contractor shall continue to provide maintenance for such time necessary to obtain conformance
308-7 GUARANTEE. Add following: The Contractor shall guarantee all 600 mm (24") box trees
installed under the contract to live and grow for one year from the day of final acceptance of the
contract work. The Contractor shall guarantee all other plant material, including ground covers to
live and grow for a period of 30 days from the last day of the maintenance period or final
acceptance of the contract work, whichever is the later. The Contractor shall replace, at its
expense, all plant material found to be dead, missing, or in poor condition during the maintenance
period within 5 days of discovery of such plant material. The Engineer shall be the sole judge as to
the condition of the plant material. Plant material found to be dead or in poor condition within the
guarantee period shall be replaced by the Contractor, at its expense, within 15 days of written
notification. Replacements shall be made to the same specifications required for the original plantings.
The Contractor shall submit written vegetation, planting and irrigation guarantee in approved
form that all work showing defects in materials or workmanship will be repaired or replaced at no
cost to the Engineer for a period of one year from the date of acceptance by the Engineer. The
verbiage:
Guarantee form shall be retyped on the Contractor's letterhead and contain the following
.- shut off at the end of the maintenance period. The hydroseeded areas must have their growth of
"Guarantee For Vegetation, Planting and irrigation System For (Project Name)
We hereby guarantee that the vegetation, planting and irrigation system we have furnished and
installed for (project name) is free from defects in materials and workmanship, and the work has
02/12/02 930 PM Part 3 Standard Supplemenlal Pmvirions Page 18 of 27 Paga
.- been completed in accordance with the drawings and specifications. We agree to repair or
replace any defect in vegetation, material or workmanship, including that due to odinaty wear
and tear, which may develop during the periods specified in section 308-7 of the Standard
Specifications and the Special Provisions of said project from date of completion of the Work or
termination of any maintenance period, whichever is the later, and also to repair or replace any
damage resulting from the repairing or replacing of such defects at no additional cost to the
Agency.
. This guarantee does not extend to unusual abuse or neglect that may occur subsequent to the
date of completion of the Work or termination of any maintenance period, whichever is the later.
Engineer, after receipt of written notice. In the event of failure to make such repairs or We shall make such repairs or replacements within a reasonable time, as determined by the
replacements within a reasonable time afier receipt of written notice from the Engineer, we
authorize the Engineer to proceed to have said repairs or replacements made at our expense,
and we will pay the costs and charges therefore upon demand.
Project: (Project Name)
Name of Contractor:
Location: (Legal Description of Pmject Propedy)
Address: (Of Contractor)
By: (Typed or printed names of signing OffIcetfs) of the Contractor authorized to bind the
Telephone: : (Of Contractor)
Contractor in legal matters)
Title: (Of said officer(s))
Date of Execution:"
_- Signature(s)
Add the following section:
308-7.1 Record Drawings. In addition to the requirements of section 2-5.4, herein, the
Contractor shall prepare record drawings that show all changes in the work constituting departures
from the original contract drawings, including those involving both constant-pressure and
intermittent-pressure lines and appurtenances. The Contractor shall accurately record, on a daily
basis, on one set of blue line prints of the irrigation drawings, all changes in work constituting
departures from the original contract drawings, including changes in both pressure and nonpressure line. The Contractor shall post information on record drawings no later than the next
working day after the work is installed. The Contractor shall record changes and dimensions in a
legible and professional manner. When the drawings are approved by the Engineer the Contractor
shall transfer all information to a set of reproducible photo mylar drawings. Items required to be
shown shall be dimensioned by the Contractor from two permanent points of reference (buildings,
drawings shall be 150 mm (6") in both the vertical and horizontal planes. All text and numerals
monuments, sidewalks, curbs, pavement). The accuracy of location of all items to be show on the
placed on drawings shall be 0.30 mm ('/e") in sue. Facilities and items to be located in their
horizontal and vertical positions and shown on the record drawings include all: a) Point@) of connection, for water and electrical services
b) Routing of irrigation pressure mainlines
c) Backflow preventon
d) Ball, gate and check valves
e) Irrigation control valves. 9 Quick coupler valves g) Routing of service wires
h) Routing of control wires
j) Electrical junction boxes
i) Electrical service equipment
k) Irrigation controllers
.,-
02/12/02 B:30 PM Parl3 Standard Supplemental Provisions Paw I9 of 27Paw
c I) Sleeves for future connections
m) Other equipment of a similar nature (as directed by the Engineer).
The Contractor shall keep the blue print drawings available for the Engineer's inspection at any
time. The Contractor shall make all changes to reproducible drawings in waterproof black ink (no
ball point pen). Changes in dimensions shall be recorded in a legible and professional manner.
Record construction drawings shall be maintained at the job site during construction. The
Contractor shall provide one set of mylar "record drawings to the Engineer after submitting blue-
line prints of the proposed "record drawings for, and obtaining their approval by, the Engineer.
Add the following section:
308-7.2 Controller Chart, The Contractor shall prepare record drawings which shall be
submitted to the Engineer for approval by the Engineer before charts are prepared. The
Contractor shall provide one controller chart of the maximum size the controller doorwill allow, for
each controller supplied, showing the area covered by that automatic controller. The chart shall
be a reduction of the actual record system drawing with a legend to explain all symbols. If the
controller sequence is not legible when the drawing is reduced, The Contractor shall enlarge it to
a size that will be readable when reduced. The Contractor shall photocopy the chart, with a
pastel transparent color used to show area of coverage for each station. When completed and
approved, the Contractor shall hermetically seal the chart between two pieces of plastic, each
piece being a minimum 20 mils thick. The Contractor shall complete the charts and obtain the
Engineers approval prior to final inspection of the irrigation system.
Add the following section:
Engineer, within 10 calendar days prior to completion of construction, all required and necessary
descriptive material in complete detail and sufficient quantity, properly prepared in four individual
bound copies. The descriptive material shall describe the material installed in sufficient detail to
permit qualified operating personnel to understand, operate, and maintain all equipment. The
Contractor shall include spare parts list and related manufacturer information for each equipment
a) Index sheet stating Contractor's address and telephone number.
item installed. Each manual shall include the following:
b) Duration of Guarantee period.
c) List of equipment, with names and addresses of manufacturer's local representative.
d) Complete operating and maintenance instructions on all major equipment.
e) In addition to the maintenance manuals, the Contractor shall provide the agency
maintenance personnel with instructions for major equipment, and show written evidence to
the Engineer at the conclusion of the work that this service has been rendered.
- 308-7.3 Operation and Maintenance Manuals. The Contractor shall prepare and deliver to the
Add the following section:
308-7.4 Check List. The Contractor shall complete and forward signed and dated checklist to
the Engineer before final acceptance of project,
the following checklist at the end of the project, using the format shown:
a) Plumbing penits (if none required, so note)
b) Materials approval
c) Pressure mainline test (by whom, and date)
e) Controller chart completed (received by, and date)
d) Record drawings completed (received by, and date)
g) Operation and maintenance manuals furnished (received by, and date)
h) System and equipment operation instructions (received by, and date)
i) Manufacturer warranties (received by, and date)
j) Written guarantee by Contractor (received by, and date)
-, - 9 Materials furnished (received by, and date)
02/12/02 850 PM Par! 3 Standard Supplemental Provisions Page 20 of 27PageS
,,"
308-8 MEASUREMENT AND PAYMENT. add the following: The lump-sum or unit prices set
forth in the contract documents shall include, but not be limited to, full compensation for
furnishing all labor, materials, tools, and equipment and performing all work necessary to
complete, maintain, and guarantee the planting and irrigation work described or specified in the
contract documents, including soils testing and recommended soil amendments, seed and
hydroseed slurry, tree stakes, bark mulch, erosion control matting, plant materials, temporary
drip valve assembly, electric control valves, quick couplers, control wires, pull boxes, valve
irrigation and permanent irrigation, including reduced-pressure back-flow preventer, ball valves,
boxes, all piping and sleeves, electrical conduits, irrigation heads, drip emitters, bubblers, drip
irrigation equipment, connection from electrical service to irrigation electrical meter, connection
from meter to irrigation controller(s), installation of controller enclosure, concrete pads,
preparation, correction, reproduction and lamination of "as-built" drawings, controller charts,
assembly and submittal of the check list and operation and maintenance manuals and all
appurtenances to the aforementioned items, as well as 120 days' maintenance and project
guarantees. After completion of the project, the Engineer will retain $12,000 of the total contract
amount, and will subsequently disburse the $12,000 to the Contractor on a monthly basis of
to the Contractor every month are completed.
$3,000 per month. The Engineer reserves the right to stop payment until all punch list submitted
The wetland mitigation site revegetation work shown on Drawing 336-5, Sheets L-I through L-4
is included as landscape and irrigation installation and all labor and materials to install, maintain
and guarantee pertain to it.
SECTION 310 - PAINTING
310-5 PAINTING VARIOUS SURFACES.
310-5.6 Painting Traffic Striping, Pavement Markings and Curb Markings. Modify the,fflh
paragraph as follows: The Contractor shall furnish all equipment, materials, labor, and supervision necessary for painting traffic lanes, directional arrows, guidelines, curbs, parking
lines, crosswalks, and other designated markings in accordance with the Plans, or for approved
temporary detours essential for safe control of traffic through and around the construction site.
The Contractor shall remove by wet grinding all existing or temporary traffic markings and lines
that may confuse the public. When temporary detour striping or markings are no longer required, they shall be removed prior to painting the new traffic stripes or markings.
310-5.6.3 Equipment. Delete the ninth paragraph and substitute the following: The Contractor
shall provide a wet grinding machine with sufficient capacity to completely remove all existing or temporary traftic striping or markings that conflict with the striping plan, or are contrary to the Traffic Manual, or that may be confusing to the public. The surface produced by grinding the existing or temporary traffic striping or markings on pavement shall not exceed variations from a uniform plane more than 3 mm ('I8") in 3 m (10) when measured parallel to the centerline of the street or more than 6 mm ('/,') in 3 m (10) when measured perpendicular to the centerline of the street. The use of any equipment that leaves ridges, indentations or other objectionable
marks in the pavement shall be discontinued, and equipment capable of providing acceptable
air pollution control district having jurisdiction.
surface shall be furnished by the Contractor. This equipment shall meet all requirements of the
310-5.6.6 Preparation of Existing Surfaces. Modify the first paragraph as follows: The Contractor shall remove all existing markings and striping, either permanent or temporary, which are to be abandoned, obliterated or that conflict with the plans by wet grinding methods. Removal of striping by high velocity water jet may be permitted when there is neither potential of
"
02112102 9:30 PM Par( 3 Standard Supplemental Provisions Pa@ 21 of 27Pwer
.- the water and detritus from the high velocity water jetting to damage vehicles or private property
nor to flow from the street into any storm drain or water course and when approved by the Engineer. The Contractor shall vacuum all water and detritus resulting from high velocity water jet striping removal from the pavement immediately after the water jetting and shall not allow
such materials to flow in the gutter, enter the storm drain system or to leave the pavement
surface. Surface variation limitations for high velocity water jet striping removal shall be the
Alternate methods of paint removal require prior approval of the Engineer. Obliteration of traffic
same as for grinding. The Contractor shall not use dry or wet sandblasting in any areas.
striping with black paint, light emulsion oil or any other masking method other than a minimum
30mm (0.10') thick asphalt concrete overlay is not permitted.
310-5.6.7 Layout, Alignment, and Spotting. Modify the first paragraph as follows: The Contractor shall establish the necessary control points for all required pavement striping and
Contractor before establishment of the necessary control points. The Contractor shall establish markings by surveying methods. No layout of traffic striping shall be performed by the
vary less than 80mm per 100m (1/2 inch in 50 feet) from the specified alignment. The contractor all traffic striping between these points by string line or other method to provide striping that will
wet grinding, and then correcting the markings. The Contractor shall lay out (cat track)
shall obliterate, straight stripes deviating more than 80mm per 1OOmm (I/ 2 inch in 50 feat) by
immediately behind installation of surface course asphalt and as the work progresses.
310-5.6.8 Application of Paint Modify the second paragraph as follows: The Contractor shall
apply the first coat of paint immediately upon approval of striping layout by the Engineer. The
Contractor shall paint the ends of each median nose yellow.
Add the following to the eighth paragraph: The Contractor shall apply temporary traffic stripes
are clearly visible both day and night.
3106.6.10 Measurement and Payment. Modify the first paragraph as follows: Final and
temporary traffic striping, curb markings and pavement markings as shown on the plans and
required by the specifications shall be included in the lump-sum price bid for temporary and final
temporary stripes and markings shall be repainted at the Contractor's expense, and no
traffic striping, and no additional compensation will be allowed therefor. Reapplication of
additional compensation will be allowed therefor. The lump sum prices bid and shall include all
labor, tools, equipment, materials, and incidentals for doing all work in installing the final and temporary traffic striping.
Add the following section:
3106.6.11 Preformed Thermoplastic Pavement Markings.
For asphalt concrete pavement the Contractor shall be apply preformed thermoplastic pavement
thermoplastic pavement markings shall not be applied at ambient and road temperatures below
markings using the propane torch method recommended by the manufacturer. The preformed
08 C (328 F). The Contractor shall clean, dry and remove all debris from the pavement before
applying preformed thermoplastic pavement markings. portland cement concrete pavement the
Contractor shall use the same application procedure as described for asphalt concrete
pavement. However, at the Contractor's option a compatible primer sealer may be applied
before application to assure proper adhesion.
Add the following Section:
.- in one coat. Temporary traffic stripes shall be maintained by the Contractor so that the stripes
-. 310-7 PERMANENT SIGNING
Add the following Section:
310-7.1 General. Add the following section: The Contractor shall provide and install all
permanent traffic control signs at locations shown on plans and as specified herein.
02/1Uo2 9:30 PM Part 3 Standard Supplemental Provisions Page 22 of 27 Pages
.- Add the following section:
310-7.2 Measurement And Payment. Permanent signing and appurtenances thereto shown on
the plans or required in .the specifications are a part of the lump-sum item for permanent signing
and payment therefor shall include full compensation for furnishing all labor, materials, tools,
equipment, and incidentals and for doing all the work involved in supplying and installing
permanent signing and appurtenances, complete in place, as shown on the plans, as specified
in the Standard Specification and these special provisions, and as directed by the Engineer.
SECTION 312 - PAVEMENT MARKER PLACEMENT AND REMOVAL
312-1 PLACEMENT. Add the following to the third paragraph:
4) When being installed on asphalt concrete pavement sooner than 14 days after
placement of the asphalt concrete pavement course on which the pavement markers are
to be placed.
Add the following section:
312-1.1 Reflective Channelirer Placement and Removal. The Contractor shall place and
remove reflective channelizers the same as for pavement marker placement and removal. The
Contractor shall place the channelizers uniformly, straight on tangent alignment and on a true
arc on curved alignment to the same tolerances of position as for application of paint in section
310-5.6.8. The Contractor shall perform all layout work necessary to place the channelizers to
the proper alignment. If the channelizers are displaced or fail to remain in an upright position,
from any cause, the channelizers shall immediately be replaced or restored to their original
location, by the Contractor. When reflective channelizers are removed the pavement surface
shall be restored to the same color and surface finish as the adjacent pavement.
Section 31 3 - Temporary Traffic Control Devices
Add the following section:
313-1 TEMPORARY TRAFFIC PAVEMENT MARKERS.
Add the following section:
313-1.1 General. The Contractor shall supply and install temporary traffic pavement markers,
channelizers, signing, railing (type K), crash cushions and appurtenances at the locations shown
traveled way served by said final and temporary traffic pavement markers, signing, railing (type
on the plans and as required in the specifications, complete in place prior to opening the
K) and appurtenances to public traffic.
313-1.2 Temporary Pavement Markers. Temporary reflective raised pavement markers shall
pavement markers shall be cemented to the surfacing with the adhesive recommended by the
be placed in accordance with the manufacturer's instructions. Temporary reflective raised
manufacturer, except epoxy adhesive shall not be used to place temporary reflective raised
pavement markers in areas where removal of the markers will be required. Pavement striping,
legends and markers which conflict with any traffic pattern shall be removed by grinding as
determined by the Engineer. The Contractor shall use temporary reflective raised pavement
used to replace patterns of temporary traffic stripe that will be in place for less than 30 days.
markers for temporary pavement marking, except when the temporary pavement markers are
conform to the section 312 "Pavement Marker Placement and Removal", except the 14-day
Reflective pavement markers used in place of the removable-type pavement markers shall
waiting period before placing the pavement markers on new asphalt concrete surfacing as
specified in section 312-1 'Placement", shall not apply; and epoxy adhesive shall not be used to
place pavement markers in areas where removal of the markers will be required.
02/12/02 930 PM Parl3 Standard Supplemental Proviaions Page 23 of 27 Pages
."- Add the following section:
313-1.3 Channelizers. Channelizers shall be new surface-mounted type and shall be
furnished, placed, and maintained at the locations shown on the plans. Channelizer posts shall
be orange in color. Channelizers shall have affixed white reflective sheeting as specified in the
special provisions. The reflective sheeting shall be 75 mm x 300 mm (3" x 12") in size. The
reflective sheeting shall be visible at 300 m (1000) at night under illumination of legal high beam
headlights, by persons with vision of or corrected to 20120. The channelizer bases shall be
cemented to the pavement in the same manner as provided for cementing pavement markers to
surface. Channelizers shall be placed on the alignment and location shown on the plans and as pavement in section 312-1, "Placement." Channelizers shall be applied only on a clean, dry
directed by the Engineer. The channelizers shall be placed uniformly, straight on tangent
alignment and on a true arc on curved alignment. All layout work necessary to place the
channelizers to the proper alignment shall be performed by the Contractor. If the channelizers
are displaced or fail to remain in an upright position, from any cause, the channelizers shall
immediately be replaced or restored to their original location, by the Contractor. The Contractor
shall provide the Engineer with a Certificate of Compliance in accordance with the provisions of
section 4-1.5, "Certification". Said certificate shall certii that the channeliiers comply with the
plans and specifications and conform to the prequalified design and material requirements
approved by the Engineer and were manufactured in accordance with a quality control program
approved by the Engineer.
Add the following section:
313-2 TEMPORARY TRAFFIC SIGNING.
,- Add the following section:
313-2.1 General. The Contractor shall provide and install all temporary traffic control signs,
markers, markings, and delineators at locations shown on plans and specified herein.
Add the following section:
313-2.2 Maintenance of Temporary Traffic Signs. If temporary traffic signs are displaced or
overturned, from any cause, during the progress of the work, the Contractor shall immediately
temporary traffic signs used in the Work in a clean, reflective and readable condition. The
replace the signs in their original approved locations. The Contractor shall maintain all
Work within 18 hours of such marking being discovered during non-working hours or, when the
Contractor shall replace or restore graffiti marked temporary traffic signs and posts used in the
marking is discovered during working hours, within 2 hours of such discovery of marking.
Add the following section:
313-3 TEMPORARY RAILING (TYPE K) AND CRASH CUSHIONS.
Add the following section:
313-3.1 Temporary Railing and Crash Cushions. Temporary railing (Type K) shall consist of
interconnected new or undamaged used precast concrete barrier units as shown on the plans.
Temporary sand-filled crash cushions shall consist of new or undamaged used temporary sand-
filled crash cushions units as shown on the plans.
313-3.1.1 Appearance. Exposed surfaces of new and used units of Temporary railing
(Type K) shall be freshly coated with a white color paint prior to their first use on the project. The
paint shall conform to the provisions in sections 210-1.5 "Paint Systems" and 310 'Painting".
Contractor shall be responsible for the removal and cleanup or painting over the graffiti from the
K-Rails within 48 hours. The Contractor Shall replace or repaint units of Temporary railing
(Type K) or shall remove graffiti, tire or vehicle marks, dirt or any and all materials such that said marks or discoloration mar the appearance of said units when ordered by the Engineer after the
02/12102 9:JO PM Par( 3 Standard Suppbmental Provisions Pape 24 of 27 Pager
.- units are in place.
Add the following section.
temporary railing (Type K) shall be manufactured per CALTRANS Standard Drawing T3.
313-3.1.2 Manufacture of Temporary Railing. In addition to the requirements herein the
sections 201-1, "Portland Cement Concrete" and 303-1 "Concrete Structures"." Load tickets and
Concrete used to manufacture Temporary railing (Type K) shall conform to the provisions in
a Certificate of Compliance will not be required. Reinforcing steel shall conform to the provisions
sections 201-1, "Portland Cement Concrete" and 303-1 "Concrete Structures". Steel bars to
receive bolts at ends of concrete panels shall conform to ASTM Designation: A 36/A 36M. The
bolts shall conform to ASTM Designation: A 307. A round bar of the same diameter may be
substituted for the end-connecting bolt shown on the plans. The bar shall conform to ASTM
Designation: A 36/A 36M, shall have a minimum length of 660 mm and shall have a 75 mm (3")
diameter by 9 mm (3/B") thick plate welded on the upper end with a 5-mm (3/ls") fillet weld. The
final surface finish of temporary railings (Type K) shall conform to the provisions in section 303-
1.9.2 "Ordinary Surface Finish." Exposed surfaces of concrete elements shall be cured by the
water method, the forms-in-place method, or the pigmented curing compound method. The
pigmented curing compound shall be type 2 curing compound. Temporary railing (Type K) may
have the Contractor's name or logo on each panel. The name or logo shall not be more than
100 mm in height and shall be located not more than 300 mm above the bottom of the rail panel.
Add the following section.
3133.1.3 Installation of Temporary Railing. In addition to the requirements herein the
railing (Type K) shall be set on firm, stable foundation. The foundation shall be graded to provide a uniform bearing throughout the entire length of the railing. Abutting ends of precast
concrete units shall be placed and maintained in alignment without substantial offset to each
other. The precast concrete units shall be positioned straight on tangent alignment and on a
true arc on curved alignment Each rail unit placed within 3 m (IO) of a traffic lane shall have a
reflector installed on top of the rail as directed by the Engineer. Reflectors and adhesive will be
furnished by the Contractor. A Type P marker panel conforming to the requirements of the
CALTRANS Traffic Manual shall also be installed at each end of railing installed adjacent to a
two-lane, two-way highway and at the end facing traffic of railing installed adjacent to a one-way
roadbed. If the railing is placed on a skew, the marker shall be installed at the end of the skew
7.2, "Temporary Traffic Signs". Where shown on the plans, threaded rods or dowels shall be
nearest the traveled way. Type P marker panels shall conform to the provisions of section 206-
bonded in holes drilled in existing concrete. When temporary railings (Type K) are removed. any area where temporary excavation or embankment was used to accommodate the temporary rail-
ing shall be restored to its previous condition, or constructed to its planned condition.
Add the following section:
313-3.2 Temporary Sand-Filled Crash Cushions. Temporary sand-filled crash cushion units
shall be "Energite 111" manufactured by Energy Absorption Systems, 'Fitch Inertial Barrier System
Modules" manufactured by Roadway Safety Service, or equal. Features required to determine
equivalence of any other temporary sand-filled crash cushion units shall be approval of the
system by CALTRANS and that the temporary sand-filled crash cushion units meet NCHRP 350 standards. Other features will be suitability to application, operational characteristics, durabilii
cushions (TSFCC) shall be of the type and array configurations shown on plans, and installed at
every end of, or gap in, the temporary railing (Type K) whenever the closest point of approach of
traffic, regardless of direction, is 4.6 m (15') or less to the end of the temporary railing (Type K)
being considered. The TSFCC shall be installed per CALTRANS Standard Drawings TI and T2
- temporary railing (Type K) shall be installed per CALTRANS Standard Drawing T3. Temporary
.- and other such characteristics that the Engineer shall determine. Temporary sand-filled crash
02/12/02 9:30 PM Pad 3 Standard Supplemental Provisions Pam 25 of 27Paga
_- for approach speeds no less than the posted speed of the street prior to construction or 55
kilometers per hour (35 mph), whichever is the greater. The TSFCC array shall be appropriate to
the application as shown on said standard drawings. A Type J and/or P marker panel
conforming to the requirements of the CALTRANS Traffic Manual shall also be installed at each
TSFCC array as shown in CALTRANS Standard Drawings TI and T2. Particular care shall be
taken to assure that crash cushions are installed with the soil supporting them and the adjacent
soil leveled to match the elevation of the bottom of the temporary railing immediately adjacent to
the crash cushion. All routes of approach to the TSCFF array shall be graded such that any
vehicle diverging from the travelled way to strike the TSCFF will travel on a vertical alignment
parallel to the segment of the travel lane that it departed from.
Add the following section:
3134 MEASUREMENT AND PAYMENT. Temporary traftic pavement markers, temporary
channelizers, temporary signing, temporary railing (type K), temporary crash cushions and
temporary appurtenances thereto shown on the plans or required in the specifications are a part
of the lump-sum item for traffic control and payment therefor shall include full compensation for
furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work
involved in applying, installing, maintaining, and removing temporary traffic pavement markers,
shown on the plans, as specified in the Standard Specification and these special provisions, and
channelizers, signing, railing (type K), crash cushions and appurtenances, complete in place, as
as directed by the Engineer. Payment for temporary crash cushions, concrete barriers and the
signs and reflectors marking them shall include the installation, grading for installation, grading
for the approach path, maintenance, painting and re-painting, replacement of damaged units
and removal and shall also be included in the lump-sum price bid for traffic control. Payment for
Engineer shall be made per section 3-3, Extra Work, SSPWC.
c relocation of K-rails and crash cushions when not shown on the plans and requested by the
02/12/02 9:w PM Par( 3 Standard Supplemental Provisions
APPENDIX A
I CITY OF CARLSBAD
ROAD WORK
ABC CONTRACTORS
OFFICE # (76O)XXX-XXXX
FIELD # (76O)XXX-XXXX
As a part of the Cty of Carlsbads ongoing program Dear resident:
to maintain its streets, your street will be resurfaced
with asphalt concrete over the existing roadway
your street to through traffic for one day. Your street,
surface. This construction will require the closing of
from XYZ St. to DEF Ave. will be closed to through
traffc and resurfaced on:
MON. TUE. WED. THU. FRI.
DATE: )(x/XX/XX
from 7:WA.M. to 5:W P.M.
the above date please park your car on an adjacent
If you don't plan to leave your home by 7:W A.M. on
street in your neighborhood that will not be resurfaced. Streets scheduled for resurfacing can bc determined by calling either the Contractor or the Cit
When walking to and fmm your car, remember not 11
of Carlsbad Engineering Inspection Department.
walk on the newly overlaid street or you will have black residue on the bottom of your shoes. Please do not drive, walk on, walk pets, play, or skate on the
newly overlaid asphalt. AI=, please refrain from
watering your lawns, washing cars, etc., approximately 6-0 hours afler the asphall is laid as running water will cause damage to the new surface.
ABC is the Contractor that will be performing the
resurfacing work for the city and you may call them a
the project. Resurfacing of your street will not MjCUr
(760)XXX-XXXX if you have any questions regardin!
on the day your trash is collected. Mail deliveiy may
that day. If you have a moving company scheduled be Mayed if the postman cannot reach the mailbox
the date. If you have any concerns which cannot be for that day please call and inform the Contractor of
addressed by the Contractor, you may call the City's
Engineering Inspection Department at 438- 1101x4323. Thank you for your cooperation as we work to make better city of Carlsbad.
02/12/02 9:30 PM Pad 3 Standard Supplemental Provisions
,-
Appendix A
Geotechnical Report
December 26,2001 Project No. 51-594701
Black & Veatch Ms. Alina Nasatir, Structural Engineer
6 Venture, Suite 3 15 Imine, California 92618-33 17
Subject: Revised GhlF/CCB/Thickener Burial Depths
Project: Proposed Carlsbad Water Recycling Facility Carlsbad, California
Reference: “Report of Geotechnical Investigation, Proposed Carlsbad Water Recycling Facility, Carlsbad, California”, Kleinfelder Project No. 51-594701, September 12,2001.
Dear Ms. Nasatir:
The purpose of this letter is to formally acknowledge and document the changes provided in your e-mail of December 1 lth and December 12Ih, 2001 and Kleinfelder’s e-mail of December 121h, 2001 (copies of these e-mails are attached for reference). The following is a summary of the key
points:
,-
Kleinfelder acknowledges the change in burial depths for the GMF (raised from 12 feet deep to 4 feet) and for the CCB and Thickener (raised from 12 feet deep to 3 feet and 7 feet, respectively). Based on our September 12, 2001 report, these structures can be designed for 3000 psfbearing as you have indicated in your December 12‘h e-mail.
If the GMF/MF/RO pad will be supported entirely in cut on natural formation (that is, not supported on existing fills or partially supported on cut and fill), then placing the pad on 2 feet of newly compacted fill isn’t required. The 2 feet of fill is only required where the slab will not be entmly bearing on native, undisturbed terrace deposirs.
Since the GMF/MF/RO pad will already be 12 inches thick (and, therefore, fairly rigid)
has no objection if a 4-inch thick gravel layer is not placed between the prepared and the need to mitigate moisture movement does not appear to be important, Kleinfelder
subgrade and the bottom of the concrete pad.
51-594701/51 IIL5OE.doc Page I of 2
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h~ E I N F E I. !2 E R .5i)lS Shoreham Place. ?;an DieSo. C.4 921 ’22 X5Bi 3LlJ-2IlUlI lR581 320-2001 la*
December 26,2001
.- Since your clarification of the burial depths of the GMF/CCB/Thickener structures and requested clarification on the GMEMFRO pad subgrade preparation can be addressed by our original
report without modification to the report itself, our opinion is that our September 12, 2001 geotechnical report does not require modification or an addendum based on the submitted request for clarification. We trust this letter will provide the requested formal documentation to
clarification or should you have further questions. our e-mails. However, please contact our office at 858-320-2000 should you require further
Sincerely,
cc: Rich ten Bosch, Black & Veatch James H. Clark, Black & Veatch
Attachments: E-mails of December 11 and 12,2001
December 26.2001
KLEINFELDER
,,x
A report prepared for:
Black & Veatch
800 Wilshire Boulevard, Suite 600
Los Angeles, California 90017
Attn: Mr. James H. Clark
REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED CARLSBAD WATER RECYCLING FACILITY
CARLSBAD, CALIFORNIA
Kleinfelder Project No. 51 -594701
Prepared by:
KLEIN LDER, C. #
ydevin R. Wells
Staff Engineer
KLEINFELDER, INC.
5015 Shoreham Place
San Diego, California 92 122
(858) 320-2000
Rick E. Larson
Senior Engineer, GE
Rick E. Larson
Senior Engmeer, GE 2027
September 12.2001
Jl-5947011S111R605.doc
Copyright 2001 Kleinfelder, Inc. Page ii of iv September 12.2001
TABLE OF CONTENTS KLEINFELDER
Section
,.-
c
1.0 INTRODUCTION .................................................................................................................. 1
1.1 PROJECT DESCRIPTION ............................................................................................. 1
1.2 PURPOSE AND SCOPE OF SERVICES ...................................................................... 2
1.3 AUTHORIZATION ........................................................................................................ 3
2.0 INVESTIGATIVE METHODS ............................................................................................ 4
2.1 GEOLOGIC EVALUATION .......................................................................................... 4
2.2 SUBSURFACE INVESTIGATION ............................................................................... 4
2.3 LABORATORY TESTING ............................................................................................ 5
3.0 SITE AND SUBSURFACE CONDITIONS ......................................................................... 6
3.1 SITE CONDITIONS ....................................................................................................... 6
3.2 GEOLOGIC SETTING ................................................................................................... 6
3.3 SUBSURFACE CONDITIONS ...................................................................................... 6
3.4 REGIONAL FAULTING, SEISMICITY, AND LIQUEFACTION POTENTIAL ........ 7
4.0 CONCLUSIONS ..................................................................................................................... 8
5.0 DISCUSSION AND RECOMMENDATIONS .................................................................... 9
5.1 SITE GRADING ............................................................................................................. 9
5.1.1 General ................................................................................................................ 9
5.1.2 Pre-construction Conference ............................................................................... 9
5.1.3 Construction Observation .................................................................................... 9
5.1.5 Recommendations for Treatment of Undocumented Fill Materials .................. 10
5.1.6 Excavation Charactenstux 10
5.1.7 Engineered Fill .................................................................................................. 10
5.1.8 Import Materials ................................................................................................ 11
5.1.9 Temporary Slopes ............................................................................................. 11
5.1.10 Permanent Slopes .............................................................................................. 12
5.2 UTILITY TRENCH EXCAVATIONS ......................................................................... 12
5.2.1 Temporary Trench Excavations ........................................................................ 12
5.2.2 Pipe Bedding and Trench Backfill .................................................................... 13
5.3 FOUNDATION AND SLABS FOR STRUCTURES .................................................. 13
5.3.1 Administration Building, Shallow Structures, and Concrete Slab-on-Grade .... 13
5.3.2 Concrete Slabs-On-Grade ................................................................................. 14
5.4 LATERAL. EARTH PRESSURES 15
5.3.3 Buried Structures 15
5.5 SOIL PARAMETERS FOR USE IN PIPE DESIGN ................................................... 17
5.6 SEISMIC DESIGN CONSIDERATIONS .................................................................... 17
5.6.1 Seismic Hazard Evaluation ............................................................................... 17
5.6.2 UBC Selsmlc Design Parameters ...................................................................... 17
5.7 PAVEMENT SECTIONS ............................................................................................. 18
5.7.1 Flexible Pavements ........................................................................................... 18
5.7.2 hgd Pavement ................................................................................................. 18
5.10 PRELIMINARY CORROSIVE SOIL SCREENING 20
5.9 SITE DRAINAGE 19
5.1.4 Site Preparation ................................................................................................... 9
.. ................................................................................
............................................................................................... ...............................................................................
..
..
................................................................................................................. - 5.8 FLATWORK 19 ......................................................................................................... ...................................................
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Page iii of iv September It. 2001
TABLE OF CONTENTS (Continued) KLEINFELDER
Section
6.0 ADDITIONAL STUDIES. ................................................................................................... 21
7.0 LIMITATIONS .................................................................................................................... 22
8.0 REFERENCES ..................................................................................................................... 23
-
FIGURES
Figure 1 Vicinity Map
Figure 2 Boring Location Plan
APPENDICES
Appendix A Field Exploration and Logs of Borings
Appendix B Laboratory Test Results
Appendix C Seismic Hazard Analysis (Adjacent Encina Plant)
Appendix D Earthwork Guidelines
Appendix E ASFE Insert
Appendix F Application For Authorization To Use
,-
51-594701/SI11R605.doc
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KLEINFELDER
7 1.0 WTRODUCTION
This report presents the results of our geotechnical investigation for the proposed Carlsbad Water
Recycling Facility to be located in Carlsbad directly east of Avenida Encinas between Palomar
Airport Road and Macadamia Drive. This investigation consisted of a review of our previous
work at the Encina Water Pollution Control Facility located directly north of the current study
site, a subsurface investigation, laboratory testing, and engineering analysis. The site is located
as shown on the Vicinity Map, Figure 1. A site plan showing approximate boring locations,
which is based on civil drawings prepared by Black & Veatch, is presented as Figure 2, Boring
Location Plan.
1.1 PROJECT DESCFUPTION
The phase of site development covered by this report addresses the following improvements to be
constructed:
an administration building;
an electrical room;
two granular media filter (GMF) units;
a granular media filtratiodmicrofiltratiodreverse osmosis (GMF/MF/RO) pad;
a reverse osmosis (RO) structure;
a microfiltration (MF) structure;
a chemical storage area;
a thickener chemical storage area;
a waste thickener; and
a chlorine contact basin.
-
Sidewalks, pavements, pipelines, lighting, and landscaping will also be added to complete the
project.
The administration building will be an 11,500 square foot, lightly loaded, single story building
with bearing walls. The electrical room will be a small, single story building (650 square feet).
The GMF units will be concrete basins that will be partially buried (maximum anticipated burial .-
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KLEINFELDER
,?" depth of 10 to 12 feet); these two initial units will cover a footprint area of approximately 756
square feet.
The GMFMF/RO pad will be a slab-on-grade structure to support the h4F structure (a shipping
container with a canopy) and will surround the GMF and RO structures. The RO structure will
contain a 4 feet wide, 5 feet deep concrete trench and a canopy. The chemical storage area will
be a slab-on-grade concrete pad with containment curbs that will be placed in a shallow
excavation. It will have a 20-foot high canopy cover. The thickener chemical storage area will
also be a slab-on-grade concrete containment pad placed in a shallow excavation.
The chlorine contact basin will be a partially buried tank (estimated maximum burial depth of 10
to 12 feet) covering a footprint area of about 160 feet in length by 40 feet in width. The waste
thickener will also be a partially submerged basin (burial depth approximately 12 feet) with a
footprint area of about 20 feet by 30 feet.
Except for the basin excavations, the anticipated site grading is expected to be minimal. Cuts
and fills for general site grading are expected to be on the order of 1 to 5 feet to maintain the
general flatness of the existing site with minor sloping for surface cross-drainage.
1.2 PURPOSE AND SCOPE OF SERVICES
~-
The purpose of our investigation was to evaluate the surface and subsdace soil and geologic
conditions at the site in order to provide geotechnical information and recommendations to
facilitate design of this phase of project development.
The scope of our services for this report consisted of
Review of our previous preliminary report for the Encina Water Pollution Control Facility
(Kleinfeldn Project No. 51-507601, dated February 18, 1999);
Investigation of the subsurface conditions by drilling three borings; (see Appendix A);
Laboratory testing of representative samples of soil and geologic materials;
Engineering analysis of field and research data; and
0 Preparation of this report presenting our findings, conclusions, and recommendations.
Our scope of services was outlined in our contract with Black & Veatch dated August 3,2001.
.-
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Page 2 of 24 septrmbcr 12.2001
' KLEINFELDER
.." The recommendations contained within this report are subject to the limitations presented in
Section 7.0. An information sheet prepared by ASFE (the Association of Engineering Firms
Practicing in the Geosciences) is also included as Appendix E. We recommend that all
individuals utilizing this report read the limitations along with the attached document.
1.3 AUTHORIZATION
Our work for this study was authorized by our contract with Black & Veatch dated August 3,2001
.-
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KLEINFELDER
- 2.0 INVESTIGATIVE METHODS
2.1 GEOLOGIC EVALUATION
Our geologic evaluation consisted of reviewing our previous report prepared for the Encina Water
Pollution Control Facility equalization basins, reviewing published geologic maps, reviewing our
seismic hazard evaluation for the Encina plant (dated March 3, 1999). observation of site conditions
at the time of our subsurface investigation, our three borings, and our laboratory tests.
2.2 SUBSURFACE INVESTIGATION
The subsurface exploration for this study was completed on August 6, 2001. Three borings were
drilled to depths ranging from 21.5 feet to 25 feet below the existing ground surface. The
approximate locations of the borings are shown on Figure 2. More detailed subsurface conditions
are presented on the boring logs in Appendix A.
The three borings were drilled using an Ingersoll-Rand A300 drill rig equipped with 8-inch
diameter hollow stem augers. All of the borings were drilled to their full depth without noticeable
,- resistance.
The excavation and sampling procedures were in general accordance with ASTM Method D 420
"Standard Guide to Site Characterization for Engineering Design and Construction Purposes."
Our field engineer maintained a log of the test borings, visually classified soils according to the
Unified Soil Classification System, and obtained representative samples of the subsurface
materials.
Bulk soil samples were obtained from the cuttings created by the drilling operations. Disturbed
driven samples were also obtained using a 3.0-inch diameter California (CAL) sampler with
rings that had an inside diameter of 2.5 inches. The CAL sampler was driven using a 140-pound
hammer with a 30-inch drop. The sampler was driven for a maximum distance of 18 inches.
The number of blows required to drive the sample over each 6-inch increment was recorded.
Soil samples obtained from the borings were packaged and sealed in the field to reduce moisture
loss and disturbance, and returned to our San Diego laboratory for further testing. All of the soil
borings were backfilled with soil cuttings from the test borings.
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KLEINFELDER
.-" 2.3 LABORATORY TESTING
Laboratory tests were performed on selected samples at various depths in the borings to evaluate
pertinent physical and chemical properties. Details of the laboratory testing program are
presented in Appendix B.
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’ KLEINFELDER
.e 3.0 SITE AND SUBSURFACE CONDITIONS
3.1 SITE CONDITIONS
The site is relatively flat with the exception of small drainage at the east side of the north end of
the property that drains from south to north. The site is presently undeveloped and is covered
with sparse native vegetation and bare earth.
3.2 GEOLOGIC SETTING
The project area is underlain by a thin veneer of topsoillartificial fill (maximum thickness of 24
inches) over Pleistocene terrace deposits. These marine deposits consist of moderately hard to
hard clays and fine-to medium-grained, weakly to moderately cemented, clayey and silty sands
and sandstones. The terrace deposits extended to the bottoms of our borings.
3.3 SUBSURFACE CONDITIONS
Boring 1 was completed in the administration building area. At this location we encountered 6
inches of topsoil over 18 inches of medium dense clayey sand artificial fill. From a depth of 2
feet to 6 feet we encountered medium dense to dense clayey sand native terrace deposits. From 6
feet to about 14 feet, we encountered very stiff to hard sandy clay. Dense silty sand and sand
with some silt was found beneath the clay layer to the maximum depth of our test boring, 21.5
feet. No groundwater or caving conditions were encountered.
.-
Boring 2 was located in the vicinity of the GMF units. The subsurface conditions were similar to
Boring 1 with the exceptions that the artificial fill only extended to a depth of about 1 foot and
the sandy clay only extended from about 6 feet to 9 feet before the silty sand was found again.
Boring 3 was located in the chlorine contact basin and exhibited subsurface conditions similar to
Boring 1 except that the topsoiVfil1 layer was only about 6 inches thick. The sandy clay layer
started at a depth of 2 feet and extended to a depth of 12 feet before the dense silty sand was
encountered.
Although no groundwater or obvious seepage conditions were encountered in OUT test borings,
groundwater conditions may vary with time due to irrigation practices, seasonal rainfall,
construction activities, or other factors that were not apparent at the time of our field exploration.
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- 3.4 REGIONAL FAULTING, SEISMICITY, AND LIQUEFACTION POTENTIAL
The project site is not located within an Alquist-Priolo Earthquake Fault Zone. However, the site
and its vicinity are located in an area traditionally characterized by lower seismic activity. Based
on our previous borings for the Encina plant, the boring data from this study, the presence of
dense formational temace deposits within 2 feet of the ground surface, the potential for
liquefaction is low and is not considered a potential hazard at this site. Specific discussion of
faulting and seismicity, along with ground motion criteria in terms of peak ground accelerations
and design response spectra, are provided in Appendix C. Uniform Building Code (UBC)
seismic design parameters are provided in Section 5.5.2.
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,- 4.0 CONCLUSIONS
Based upon information collected during our investigation and our review of geologic references, it
is our opinion that the proposed project can be constructed using conventional wall and spread
foundations and techniques for excavations, provided the recommendations contained in this report
are followed. The following conclusions were developed kom our investigation:
The site is not located within a State of California Alquist-Priolo Earthquake Fault Zone or
located where liquefaction is considered a potential hazard.
Although there are no known active faults crossing the site which would affect the proposed
construction, the site is located in the seismically-active Southern California area. The
structures should be designed to tolerate seismic shaking.
The relatively thin topsoillfill veneer at the top of the site should be completely removed or
recompacted in areas to be developed.
The native soils are stable and dense. We anticipate they can support conventional wall and
spread footings with tolerable settlements.
.-. With the exception of the sandy clay soils found at depths of 2 to 6 feet below the existing
ground surface, the on-site materials are generally suitable for use as engineered fill. The
sandy clay soils should not be used as backfill, but can be used as general site grading fill if
placed at least 4 feet below finish pad surface.
It is unlikely that dewatering will be required to the maximum depths of excavation of 10 to
12 feet proposed for excavation of the basins and utilities.
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r 5.0 DISCUSSION AND RECOMMENDATIONS
5.1 SITE GRADING
5.1.1 General
All site preparation and earthwork operations should be performed in accordance with applicable
codes. All reference to maximum dry density is established in accordance with American
Society for Testing and Materials (ASTM) ASTM D 1557. We recommend that site earthwork
and construction be performed in accordance with the following recommendations and the
guidelines presented in the Guidelines for Earthwork Construction included in Appendix D. In
case of conflict, the following recommendations supersede those outlined in Appendix D.
5.1.2 Pre-construction Conference
We recommend that a pre-construction conference be held. Owner representatives, the civil
engineer, geotechnical consultant, and contractor should be in attendance to discuss the plans and
the project.
5.1.3 Construction Observation I-
The recommendations presented in this report are based on our understanding of the proposed
project and on our evaluation of the data collected. The interpolated subsurface conditions should
be evaluated in the field during construction. Final project drawings and specifications should be
reviewed by the project geotechnical consultant prior to the commencement of construction. The
project geotechnical consultant should observe the grading and backfXng operatlons.
Compacted fill and backfill soils should be tested for specified compaction by the geotechnical
consultant.
.-.
5.1.4 Site Preparation
If encountered, man-made materials including structural foundations, floor slabs, buried pipes,
utilities, etc. should be completely removed. All surficial vegetation and deleterious material
should be stripped and completely removed from the site. Excavations for removal of any
man-made items should be dish-shaped and backfilled with properly compacted engineered fill.
Locations of sanitary sewers, storm drains, water mains, and other utilities should be verified in
the field at the time of construction. If field verified to be within the footprint of a proposed
improvement, then the existing utilities should be relocated so that they are not within the
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_I footprint of the improvement. Abandoned utilities should be completely removed, and the loose
backfill removed and replaced. The trench created by relocating the existing utilities should be
backfilled in accordance with Section 5.2.2 of this report.
5.1.5 Recommendations for Treatment of Undocumented Fill Materials
We recommend that existing undocumented fill in structure areas (structure footprint and 5 feet
horizontally outside of the structure footprint), flatwork, and driveway/parking areas be removed
to native formation, which is expected to be 2 feet or less below the existing grade. Unless
directed otherwise by the geotechnical consultant, the exposed surface of the remedial removals
should be scarified, moisture conditioned, and recompacted as recommended in the sections
below. Suitable removed materials, or imported materials, should then be utilized as compacted
structural fill. The areal extent and depths to which the fill should be removed should be
evaluated by the geotechnical consultant's representative in the field based on the materials
exposed. Any unsuitable materials such as organic matter or oversized material should be
selectively removed and disposed off site. We recommend that the foundation components of the
proposed structures be founded either entirely in formational or entirely in compacted fill
materials; foundations of any given structure should not transition between native and fill
support.
5.1.6 Excavation Characteristics
The results of our field exploration program indicate the project site, as presently proposed, is
underlain by a thin veneer of undocumented fill over terrace deposits. The on-site materials
should generally be excavatable by heavy-duty earthmoving equipment in good working
condition.
5.1.7 Engineered Fill
Fill materials generated fiom the on-site soils are generally suitable for placement as compacted
fill provided they are ftee of oversized rock, clay clods, organic materials, and deleterious debris.
Rocks greater than 3 inches in diameter should not be placed within 2 feet of finished grade.
Oversize material in excess of 6 inches in diameter should not be used in structural fill. Fill soil
placed within the upper 4 feet of finished grade in structural areas should consist of granular
material with a very low to low expansion index (expansion index of 50 or less) as evaluated by"
UBC Standard 18-2 (Expansion Index Test). More expansive soil may be placed in the
non-structural areas on the site or at depths of 4 feet or more. Selective grading may be required
to achieve a 4-foot zone of very low to low expansive soils. Fill should be moisture conditioned
.-~"
. . ... . . ~ . . .
--- - "" .- " -.
,-
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-. to near optimum and be compacted to 90 percent or more relative compaction in accordance with
ASTM D 1557. Expansive soils should be similarly compacted, but at a moisture content of 2 to
3 percent above optimum. Although the optimum lift thickness for fill soils will be dependent on
the type of compaction equipment utilized, fill should generally be placed in uniform lifts not
exceeding approximately 8 inches in loose thickness. Some oversized material, rocks, or hard
lumps greater than 6 inches in dimension should be anticipated from excavations and should not
be used in compacted fills. In pavement areas the upper 12 inches of subgrade soils should be
moisture conditioned to a moisture content near optimum content and compacted to 95 percent or
more of the maximum laboratory dry density, as evaluated by ASTM D 1557.
5.1.8 Import Materials
We recommend that import material, if any, consist of granular, very low to low expansive
material (expansion index of 50 or less) as evaluated by UBC Standard 18-2 (Expansion Index
Test) with low corrosivity characteristics. Low corrosivity material is defined as having a
minimum resistivity of more than 2,000 ohm-cm when tested in accordance with California Test
643, unless defined otherwise by the corrosion consultant. Import material should be evaluated - by the geotechnical consultant at the borrow site for its suitability as fill prior to importation to
the project site.
5.1.9 Temporary Slopes
Except as discussed with regard to utility trench excavation, temporary cut slopes in existing fill
soils should not be steeper than 1.5:l. Cut slopes in underlying formational materials to overall
excavation depths of 20 feet can be as steep as 1:l. If steeper side slopes should be necessary
due to construction restrictions or excavations are deeper than 20 feet, shoring and bracing
should be installed. OSHA and Cal-OSHA requirements should be observed for all excavations.
If excavations deeper than 25 feet below existing site grades will be made, we should be
contacted so that we can prepare recommendations for appropriate side slopes on a case-by-case
basis.
The contractor should retain a competent geotechnical engineer to develop systems to mitigate
the effects of settlement induced by excavations. On a case-by-case basis, the contractor should
protect structures which fall on a wedge formed by a 2 horizontal to 1 vertical slope extending
from the bottom of excavation, and on settlement-sensitive structures falling on a wedge 4
- horizontal to 1 vertical slope extending from the bottom of the excavation. The protection
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,.” systems proposed by the contractor should be reviewed by the client’s geotechnical engineer
prior to constructing these protective systems.
5.1.10 Permanent Slopes
In general, both cut and fill slopes up to a maximum height of 25 feet can be as steep as 2:l. If
fill slopes higher than 25 feet will be constructed, we should review each situation on a case-by-
case-by-case basis. Flatter side slopes or benching may be needed for fill slopes higher than 25
feet.
New fill slopes should not be constructed above existing fill soils. Where new fill slopes will be
built, the existing fill should be excavated and a keyway constructed into the underlying
formational materials. The dimensions and depth of the keyway will depend on final slope
configurations and heights. For fill slopes constructed at 2:l up to 25 feet high, a keyway having
a minimum width of 10 feet and a minimum depth of 3 feet into formational material would be
appropriate.
New fill placed on existing slopes that are steeper than 5:l should be keyed and benched into the
existing hillside. Keyway recommendations are presented in the preceding paragraph. Benches
should be a minimum of 10 feet in width and spaced at no more than 4-fOOt vertical height
intervals.
Subsurface drainage may be needed depending on slope configurations and facility locations.
We should review project plans prior to final design and prepare recommendations for subsurface
drains, if needed. If any zones of specific seepage, are encountered during construction, they
should be addressed as recommended by the geotechnical engineer in the field at that time.
5.2 UTILITY TRENCH EXCAVATIONS
5.2.1 Temporary Trench Excavations
Shallow, temporary utility trench excavations are anticipated for installation of the required
utility lines. All vertical or steeply sided trench excavations greater than 5 feet in depth should
be braced and shored in accordance with good construction practice and all applicable safety
ordinances and codes.
- The on-site terrace deposits are generally classified as Tpe B soils for evaluating OSHA sloping
or shoring requirements. Heavy construction loads, such as those resulting from stockpiles and
heavy machinery, should be kept a sufficient distance away from the top of the excavation or
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- shoring to prevent unanticipated surcharge loading. All surface water should be diverted away
kom excavations.
If very steep or vertical-sided excavations in excess of 5 feet deep are necessary, we recommend
the sidewalls be shored in accordance with OSHA standards to provide temporary trench stability
during construction. The contractor should be responsible for the structural design and safety of
the temporary shoring system and we recommend that this design be submitted to Kleinfelder for
review and approval.
5.2.2 Pipe Bedding and Trench Backfill
Pipe bedding should consist of sand or similar granular material having a sand equivalent value
of 30 or less. The sand should be placed in a zone that extends a minimum of 4 inches below
and 12 inches above the pipe for the full trench width. The bedding material should be
compacted to a minimum of 90 percent of the maximum dry density. Trench backfill above pipe
bedding may consist of approved, on-site or import soils placed in lifts no greater than 8 inches
loose thickness and compacted to 90 percent of the maximum dry density.
5.3 FOUNDATION AND SLABS FOR STRUCTURES
5.3.1 Administration Building, Shallow Structures, and Concrete Slab-on-Grade
The administration building and shallow structures are those structures expected to have ground
floor levels near existing site grades. For purposes of this report, shallow structures are
considered to be those having lowest levels within 5 feet of existing site grades.
The administration building and shallow structures can be supported on spread footing
foundations placed in engineered fill or undisturbed terrace deposits underlying the existing
undocumented fill. Existing fill soils are not suitable for support of foundations and slabs.
Foundations for each individual structure should be supported in the same type of material.
Where foundations will be founded in fill, all of the foundations for the structure should be
underlain by at least 2 feet of newly compacted fill. In some cases, excavation into the terrace
deposits may be necessary to provide this thickness. It may be more economical for all the
foundations in a particular structure to be bottomed in terrace deposits where the top of the
formation material exists at relatively shallow depths below foundation grades. Where slab-on- ~- grade floors would be located above a transition between fill and formational material, at least 2
feet of engineered fill should be provided beneath the slab.
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.- Foundations for shallow structures should be a minimum of 12 inches wide and be bottomed at
least 18 inches below the lowest adjacent outside final grade. Foundations supported in newly
compacted fill can be designed for an allowable bearing pressure of 2,000 pounds per square foot
(psf) for dead plus long-term live loads. Foundations bottomed in terrace deposits can be
designed for an allowable bearing pressure of 3,000 psf. A one-third increase can be applied
when considering a total of all loads, including wind or seismic forces. The outside bottom
edges of footings should not be closer than five feet, measured horizontally, from the face of the
nearest adjacent slope.
Total settlements of footings and differential settlements between adjacent footings underlain by
new compacted fill are expected to be on the order of % inch or less. Total settlements of
footings and differential settlements between adjacent footings bottomed in terrace deposits
should be less than 114 inch.
Resistance to lateral loads will be provided by passive pressure on the faces of footings or other
structural elements below grade and by friction along the bases of footings and slabs. For design
purposes, a passive equivalent fluid pressure of 325 pounds per cubic @cf) can be used for both
fill and formational material. A friction factor of 0.35 can be used for footings and slabs in
recompacted fill or terrace deposits. Safety factors should be applied to both passive pressure
and frictional resistance. The factor of safety should be selected by the structural engineer, but
should not be less than 1.5 for static loads and 1.2 for transient loads such as earthquakes.
5.3.2 Concrete Slabs-On-Grade
Slab-on-grade floors for the administration building and electrical room should be underlain by at
least 4 inches of clean, free-draining gravel to provide uniform support for the slab and serve as a
break to the rise of capillary moisture. Where moisture vapor penetration through the slab would
be undesirable, such as where floor coverings would be placed, a moisture vapor barrier (plastic
sheet at least 10 mils thick) can be placed between the slab and the rock. The plastic sheet
should be overlain and underlain by 2 inches of moist, fine sand to provide a measure of
protection during slab construction and promote the curing of concrete.
For floors and walkways placed on granular engineered fill above a depth of 1.5 feet below the
existing ground surface, a modulus of subgrade reaction, k, of 150 pounds per cubic inch (pci)
can be used for design of these features. Slab reinforcement should consist of a minimum of 6 x
.- 6 - 6/6 welded wire mesh (flat sheets) placed at slab mid-height to resist crack separation.
Additional reinforcement should be placed as required by the structural engineer.
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Since clays with lower subgrade modulus are present at depths below 2 feet of existing grade, a
modulus of subgrade reaction of 100 pci should be used for the design of concrete slabs on
relatively undisturbed terrace deposits that will be located at an elevation deeper than 1.5 feet
below existing site grades. Concrete reinforcement should be placed in accordance with the
recommendations of the structural engineer.
,-
5.3.3 Buried Structures
Buried structures are considered those which have foundations bottomed 5 feet or more below
existing site grade. Based upon the proposed depth of approximately 10 to 12 feet, it is likely the
buried structures for this project will be supported upon terrace deposits. Buried structures
should be supported entirely on terrace deposits where possible. Existing fill should be removed
beneath the foundations and slabs of these structures. If engineered fill is required beneath the
structures, the fill thickness should be uniform. This may require over-excavation of terrace
deposits in localized areas.
Foundations for deep structures can be designed using an allowable bearing pressure of 4,000
psf. A one-third increase can be applied when considering the total of all loads, including wind
or seismic forces. Foundations should be a minimum of 12 inches wide and be bottomed a
minimum of 12 inches below the lowest adjacent inside grade.
-
Passive resistance can be calculated using the equivalent fluid pressure of 325 pcf. A fiction
factor of 0.30 can be used. An appropriate factor of safety, as described above, should be applied
to passive pressure and fictional resistance.
5.4 LATERAL EARTH PRESSURES
Lateral pressures acting against retaining walls can be calculated assuming that the backfill soils
act as a fluid. The equivalent fluid weight (efw) value would depend on allowable wall
movement. Walls which are free to rotate at least 0.5 percent of the wall height can be designed
for the active efw. Walls which are restrained at the top or are sensitive to movement and tilting
should be designed for the at-rest efw.
Values given in the table below are in terms of equivalent fluid weight and assume a triangular
distribution. These values assume that on-site imported, non-expansive sandy soils (SP, SM, SC)
will be used as backfill and that the backfill is level and well drained above the static water table;
” the on-site clay soils should not be used as wall backfill.
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.- Equivalent Fluid Weights (efw)
For Calculating Lateral Earth Pressures
Conditions Below Water Table* Above Water Table*
At-Rest
85 40 Active
90 60
*The native water table is expected to be below the maximum depth of excavation; however, if the backfill is not provided with a drainage system, and there is a likely potential for the baclrfill to become saturated, then the ehv for a “below” water table condition should be considered.
Fifty and thirty percent of any uniform areal surcharge placed at the top of the wall may be
assumed to act as a uniform horizontal pressure over the entire wall for the at-rest and active
cases, respectively. As a minimum, we recommend that a traffic surcharge equivalent to 2 feet of
soil backfill be assumed as a surcharge for the at-rest condition. For this condition a pressure of
120 psf may be assumed to act as a uniform horizontal pressure over the entire height of the
wall, H. We should be contacted where point or line loads are expected so we can provide
recommendations for additional wall stresses.
Walls should be provided with drains to reduce the potential for build-up of hydrostatic pressure.
A typical drainage system could consist of a one- to two-foot-wide zone of Caltrans Class 2
permeable material immediately adjacent to the wall with a perforated pipe at the base of the
permeable material. The pipe should be discharged to an appropriate outlet which is protected
against erosion. Drainage fabrics could also be used. The geotextile manufacturer’s
recommendations should be followed for installation of a drainage fabric system.
.-
Also, permanent walls should also be designed for seismic loading. The incremental dynamic
earth pressure in psf for the at-rest case should be equivalent to 23H and 27.5H for the lower
level earthquake event and upper level earthquake event, respectively (see Appendix C for
description of these earthquake events).
Allowable bearing pressure values described in previous sections of this report can be increased
by one-third when calculating resistance caused by loads of short duration, such as earthquake
loads. Restraining passive pressure and fiction values should not be increased by this amount,
but a lower factor of safety that is normally applied to static loads could be used. This factor of
safety for dynamic load conditions should not be less than 1.2. Backfill retaining walls should
consist of predominately granular materials from on-site excavations or imported fill. Expansive
soils present in the existing boring locations between 2 and 12 feet below the ground surface
should not be used as backfill. All backfill should be placed in 8-inch loose lifts,
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/" moisture-conditions to 2 percentage points above optimum moisture content, and compacted to at
least 90 percent relative compaction.
Wall backfill should be compacted by mechanical methods to at least 90 percent relative
compaction in accordance with ASTM D 1557. For all retaining walls, we recommend a
minimum horizontal distance kom the outside base of the footing to daylight of 5 feet for slopes
of less than 20 feet in height, and 10 feet for slopes of greater heights.
5.5 SOIL PARAMETERS FOR USE IN PIPE DESIGN
We recommend the following soil parameters for use in pipe design:
Total weighty = 130 pcf
Modulus of soil reaction, E' = 750 psi
5.6 SEISMIC DESIGN CONSIDERATIONS
5.6.1 Seismic Hazard Evaluation
Appendix C contains a site specific seismic hazard analysis for the Encina Water Pollution
Control Facility located directly adjacent to the north and east of the Carlsbad Water Recycling
Facility. Due to the proximity of the two properties and the fact that both are underlain by the
same geologic materials, the information in Appendix C can also be used for this current project.
5.6.2 UBC Seismic Design Parameters
,"
The site is within a Uniform Building Code QJBC) Near-Some Zone for active faults, and is within
Seismic Zone 4. The following table includes the seismic design parameters for the site as defined in the
1997 edition of the UBC.
Seismic Design Parameters
-
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_I If any irregular or complex structures are planned, a seismic response spectra with damping
would be required. This information is found in Appendix C.
5.7 PAVEMENT SECTIONS
For purposes of analysis and design of pavements, we performed an R-value test on a selected
soil sample considered representative of subgrade materials on-site. Our test results indicate that
on-site subgrade soils have an R-value of 13.
Actual pavement recommendations should be based on R-value tests performed on bulk samples
of the soils that are exposed at the finished subgrade elevations across the site at the completion
of the mass grading operations.
5.7.1 Flexible Pavements
Flexible pavement sections have been evaluated in general accordance with the Caltrans method
for flexible pavement design. Traffic indices of 4.5, 5.0, 6.0, 6.5 and 7.0 were used to facilitate
the design of driveways and parking areas. Recommended flexible pavement sections for these
" conditions are given in the following table:
Flexible Pavement Sections
Traffic Index Asphalt Concrete
(inches) (inches)
Aggregate Base
4.5 7 3
6.5
15.5 3 7.0
14 3
Flexible pavements should be constructed in accordance with current Caltrans Standard
Specifications. Aggregate base should comply with the Caltrans Standard Specifications of
Section 26. Aggregate base should be compacted to a minimum of 95 percent relative
compaction (ASTh4 D 1557).
5.7.2 Rigid Pavement
Portland cement concrete pavement (PCCP) may be desirable at entry points, trash collection
- areas, and other locations where tight-tuming heavy vehicles are expected. For moderate
commercial usage, we recommend a 6-inch thick rigid concrete pavement over 4 inches of
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- aggregate base compacted to at least 95 percent relative compaction (ASTM D 1557). The
subgrade beneath the aggregate base should be compacted to at least 95 percent relative
compaction (ASTM D 1557). Aggregate base should comply with the specifications in Section
26 of Caltrans Standard Specifications.
We recommend a 28-day compressive strength of at least 4,000 pounds per square inch for the
pavement concrete mix design. The concrete mix should also be designed for a slump not
exceeding 4 inches. Thickened edges should be used along outside edges of concrete pavements.
Edge thickness should be at least 2 inches greater than the concrete pavement thickness and taper
to the actual concrete pavement thickness 36 inches inward from the edge. Integral curbs may be
used in lieu of thickened edges.
Continuous sections of concrete pavement should be constructed in an approximately 12-foot
square grid system or less. All longitudinal or transverse control joints should be constructed by
saw-cutting, hand forming, or placing premolded filler such as zip strips. Longitudinal or
transverse construction joints should be keyed or doweled to mitigate differential movement.
5.8 FLATWORK
To reduce the potential manifestation of distress to exterior concrete flatwork due to movement
of the underlying soil, we recommend that such flatwork be constructed with crack-control joints
at appropriate spacing as designed by the structural engineer. Subgrade should be prepared in
accordance with the earthwork recommendations presented earlier in this report. Positive
drainage should be established and maintained adjacent to flatwork.
.-
.- ""
.. .
5.9 SITE DRAINAGE
Final elevations at the site should be planned so that positive drainage is established around
structures. Positive drainage is defined as a slope of 2 percent or more for a distance of 5 feet or
more away from structure foundations. Roof gutters and downspouts should be installed on
structures. Downspouts should discharge to controlled drainage systems. Parking areas should
be sloped and drainage gradients maintained to carry all surface water off the site. Ponding
should not occur on the site.
Planters should be built so that water exiting from them will not seep into the foundation areas or
beneath slabs and pavement. In any event, the maintenance personnel should be instructed to
.-. limit irrigation to the minimum actually necessary to properly sustain the landscaping plants.
Should excessive irrigation, waterline breaks, or unusually high rainfall occur, saturated zones
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./- and perched groundwater may develop. Consequently, the site should be graded so that water
drains away readily without saturating the foundation or landscaped areas. Potential sources of
water, such as water pipes, drains, garden ponds, and the like, should be frequently examined for
signs of leakage or damage. Any such leakage or damage should be repaired promptly.
5.10 PRELIMINARY CORROSIVE SOIL SCREENING
The corrosivity of the on-site materials was analyzed to evaluate its effect on concrete and
ferrous metals. The corrosion potential was evaluated using the results of laboratory testing on
one representative soil sample obtained during our subsurface evaluation.
Laboratory testing was performed to evaluate pH, minimum electrical resistivity, and chloride
and soluble sulfate content. The sample had a measured pH of 8.9, which is considered slightly
basic. The sample had a measured minimum electrical resistivity of 668 ohm-cm, and a chloride
content of 0.005 percent, which is considered mildly corrosive to ferrous metals. Testing also
indicated a soluble sulfate content of 0.006 percent, which is considered negligibly corrosive to
concrete. - Concrete in contact with soil or water that contains high concentrations of soluble sulfates can be
subject to chemical deterioration. Based on the UBC criteria (UBC, 1997), the potential for
sulfate attack is negligible for water-soluble sulfate contents in soil ranging from 0.00 to 0.10
percent by weight (0 to 1,000 ppm), and moderate for water-soluble sulfate contents ranging
from 0.10 to 0.20 percent by weight (1,000 to 2,000 ppm). The potential for sulfate attack is
severe for water-soluble sulfate contents ranging from 0.20 to 2.00 percent by weight (2,000 to
20,000 ppm) and very severe for water-soluble sulfate contents over 2.00 percent by weight
(greater than 20,000 ppm). Laboratory testing indicated a sulfate content of approximately 0.006
percent (60 ppm), which is considered negligible for sulfate attack. Based on the laboratory test
result, we recommend that Type LI cement be used for concrete structures in contact with soil.
Our corrosion screening tests are preliminary in nature. Additional sampling and testing should .
be performed after completion of grading. We recommend that a qualified corrosion engineer . 1
evaluate the general corrosion potential with respect to construction materials at this site. The ,.I
corrosion test results are included in Appendix B. /
\
'. -h Y ~.
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.,- 6.0 ADDITIONAL STUDIES
The review of plans and specifications, and the observation and testing by Kleinfelder of
earthwork related construction activities, are an integal part of the conclusions and
recommendations made in this report. If Kleinfelder is not retained for these services, the client
will be assuming our responsibility for any potential claims that may arise during or after
construction. The required tests, observations, and consultation by Kleinfelder during
construction includes, but is not limited to:
A review of plans and specifications;
Observation of site clearing;
Construction observation and density testing of fill material placement, trench backfill
and subgrade preparation; and
Observation of foundation excavations and foundation construction.
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7.0 LIMITATIONS
Our firm has prepared this preliminary siting study report for the exclusive use of our client.
Kleinfelder offers various levels of investigative and engineering services to suit the varying
needs of different clients. Although risk can never be eliminated, more detailed and extensive
evaluations yield more information, which may help understand and manage the level of risk.
Since detailed evaluation and analysis involve greater expense, our clients participate in
determining levels of service which provide adequate information for their purposes as
acceptable levels of risk. Black & Veatch has reviewed our scope of work and determined that it
does not need or want a greater level of service than that being provided for this preliminary
siting study phase. A brochure prepared by ASFE (Association of Firms Practicing in the
Geoscience) has been included in Appendix E of this report. All individuals reading this report
should also read the attached brochure.
The services provided under this contract as described in this report include professional
opinions and judgments based on the data collected. These services have been performed
according to OUT agreed scope of services at the time the report was written. No warranty is
.-~ expressed or implied. This report is issued with the understanding the owner chooses the risk he
wishes to bear by the expenditures involved with the construction alternatives and scheduling
that is chosen.
Regulations and professional standards applicable to Kleinfelder's services are continually
evolving. Techniques are, by necessity, often new and relatively untried. Different professionals
may reasonably adopt different approaches to similar problems.
The conclusions and recommendations presented in this report are based on information obtained
from the review of documents, twenty borings, observations of our engineer and geologist, OUT
laboratory testing program, and OUT experience. It is the client's responsibility to see that all
parties to the project, including the designer, contractor, subcontractors, etc., are made aware of
this report in its entirety.
51-594701/S111R6OS.doc
Copyright 2001 Klcinfeldn, Inc. Pa@ 22 of 24 scptmber 12. 2001
. KLEINFELDER - 8.0 REFERENCES
American Concrete Institute, 1991a, Guidelines for Concrete Floor and Slab Construction (ACI
302.1R).
American Concrete Institute, 1991b. Guidelines for Residential Cast-in-Place Concrete Construction (ACI 332R).
American Public Works Association (APWA), 2000, “Greenbook,” Standard Specifications for Public Works Construction.
Blake, Thomas F., FRISKSP, 2000.
Boore, D. M., Joyner, W.B., and Fumal T.E. (1997), Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration,
Peak Ground Velocity, and Pseudo-Absolute Acceleration Response Spectra, Seismological Research Letters, Vol. 68, No. 1, pp. 128-153.
Building News, 1994, Standard Specifications for Public Works Construction.
California Division of Mines and Geology (CDMG), 1999, Seismic Shaking Hazard Maps of California: Map Sheet 48.
California Division of Mines and Geology (CDMG), 1998, Maps of Known Active Fault Near-
Building Officials. Source Zones in California and Adjacent Portions of Nevada: International Conference of
California Division of Mines and Geology (CDMG), 1996, Geologic Maps of the Northwestem
Map of the Oceanside, San Luis Rey, and San Marcos 7.5’ Quadrangles, San Diego Part of San Diego County, California, DMG Open-File Report 96-02. Plate 1, Geologic
County, California, Scale 1 :24,000.
California Building Code, (1998), California Building Standards Commission.
Department of the Navy Naval Facilities Engineering Command, NAVFAC DM 7.2: Foundations and Earth Structures, Alexandria, Virginia, 1982.
Department of the Navy Naval Facilities Engineering Command (NAVFAC), 1969, Civil Engineering; Design Manual 5: dated January.
International Conference of Building Officials (ICBO), 1997, Uniform Building Code (TJBC): whittier, California
Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas: California Division
Km, Philip, Preliminary Earthquake Shaking and Fault Rupture in San Diego County: A Report
of Mines and Geology, California Geologic Map Series, Map No. 6
to the San Diego County Earthquake Preparedness Committee, April 1988.
Kleinfelder, Inc., February 1999, “Preliminary Report of Geotechnical Considerations and Potential Impacts, Proposed Equalization Basins, Encina Wastewater Treatment Plant, Carlsbad, California”, (Unpublished Consultant’s Report).
51-594701/51 I IR605.doc
Copyright 2001 Kleinfcldcr, Inc. Page 23 of 24 September I2.200 I
KLEINFELDER
- Kleinfelder, Inc., proprietary in-house data.
Roquemore, Glenn (Editor), The Seismic Risk in the San Diego Region: Special Focus on the Rose Canyon Fault System, June 1989.
United States Geological Survey, 1968, San Luis Rey Quadrangle, California: 7.5-minute series (topographic), Scale 1:24,000: photo revised 1975.
United States Geological Survey, 1997, National Seismic Hazard Mapping Project, World Wide Web, httD://o,eohazards.cr.uses.eov/eq.
5IJ94701/5111R60S.doc
Copyright 2001 Kleinfelder, he. Page 24 of 24 September 12,2001
I. 0 5
I KLEINFELDER I VICINITY MAP FIGURE
X)lS sHoRM*y PUCE SU4 DIECO. WFORNY 92122
CHECKED BY KW (FN: 594NIC CARLSBAD WATER RECYCUNQ FAClUTY
CARLSBAD, CALIFORNIA
sl i LEGEND
-..C., -
APPROXIMATE GRAPHIC SCALE
(FEW &# KLEINFELDER
I
BORING LOCATION PLAN FIGURE
UN DIECO. WFORNLA 92122 5015 SHOREHW PUCE CARLSBAD WATER RECYCLING
ECKED BY 1 FN: 5947
3JECT NO. 51-5947-01 (DATE: O~/ZOOI
2 CARLSBAD, CALIFORNIA
KLEINFELDER
,,- APPENDIX A
BORING LOGS
The geotechnical test boring program for the proposed project consisted of the excavation and
logging six hollow-stem auger borings. The borings were advanced to depths ranging from 2 1.5
to 25 feet below existing grades. Figure 2 presents the approximate locations of the borings.
The Logs of Borings are presented as Figures A3 through A5. A Unified Soil Classification
System (USCS) chart and a Boring Log Legend are presented as Figures A1 and 'A2,
respectively. The Logs of Borings describe the earth materials encountered, samples obtained,
and show field and laboratory tests performed. The logs also show the general location, boring
number, drilling date, and the names of the logger and drilling subcontractor. The borings were
logged by an engineer using the USCS. The boundaries between soil types shown on the logs are
approximate because the transition between different soil layers may be gradual. Bulk and intact
samples of representative earth materials were obtained from the borings.
The exploratory borings were advanced using an hgersoll-Rand A300 truck-mounted drill rig,
equipped with 8-inch-diameter hollow-stem augers. All borings were backfilled using the soil - from cuttings and tamped when the drilling and excavating was completed.
In-place soil samples were obtained at the test boring locations using a California penetration
sampler driven a total of 18-inches (or until practical refusal), into the undisturbed soil at the
bottom of the boring. The soil sampled by the California sampler (3-inch O.D., 2.4 inches LD.)
was retained in 6-inch long brass tubes for laboratory testing. An additional 2-inches of soil from
each drive remained in the cutting shoe and was usually discarded after visually classifyng the
soil. The samplers were driven using a 140 pound hammer falling 30-inches. The total number
of hammer blows required to drive the sampler the final 12-inches is termed the blow count and
is recorded on the Logs of Borings. Please note that these blow counts have not been adjusted
for the effects of overburden pressure, input driving energy, rod length, sampler correction, or
boring diameter correction.
,-
51-594701/51 I IR6OS.doc
Copyright 2001 Kleinfeldcr, Inc.
A- I
SOIL CLASSIFICATION CHART
GRAINED
COARSE
SOILS
ORE THAN 50%
F MATERWIS
WGER THAN N( m SIEVE SUE
GRAINED
FINE
SOILS
MORE THAN 50% OF MATERW. IS SMWRTHAN NO. 200 SIEVE SlZl
I GRAVEL
GRAVELLY
AND
SOILS
MORE THAN SPA 3F COARSE CRACTlON SETPJNED ON NI 8 SIEVE
i ". MAJOR DIVISIONS SYMBOLS
DESCRIPTIONS GRAPH LEITER
TYPICAL
"
CLEAN WELLGRADED GRAVELS, GRAVEL -
FINES GW SAND MWRES. LIHLE OR NO
GRAVELS .* .*
D 0-u
(LlllLE OR NO FINES) POORLY-GRADED GRAVELS. 3' 0' bo", oc GRAVEL- SAND MIXTURES. UTILE GP .0(7eon OR NO FINES
SAND
AND
SANDY
SOILS
mRETHAN50% )F COARSE 'RACTION 'ASSING ON NO. DEE
SILTS
AND
CLAYS
-~ - "
GRAVELS WITH GM SILT MWRES SILTY GRAVELS. GRAVEL - SAND -
FINES
CLAW GRAVELS, GRAVEL - SAND -
CLEAN SANDS
WlTLE OR No FINES)
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . WEU-GRADED SANDS, GRAVELLY :"""" . . . . . . . . . sw SANDS.UTILEORNOFlNES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . <..-.-.-. ..
CLAW SANDS, SAND - CLAY
UOUID LIMIT
LESS THAN 50
ORGANIC SILTS AND ORGANIC SILTY
CLAYS OF LOW PUSTlCrrY
SILTS
AND
CLAYS
WUD UMH
GREATERTH4N50
ORGANIC CLAYS OF MEDIUM TO
HIGHLY ORGANIC SOILS
0 I €I 1 110
LOQ SYMBOL&
BULK/@& SAMPLE x WATER LML - (level after completion)
MODlFIED WFORNU SAMPLER (2-1/2 inch outside diameter)
E WATER LML - (level when first encountend)
ABBRMATIONS:
WFORNU SAMPLER (3 inch outside diometer) S4 - (38%) SIM ANALYSIS (PERCENT
WA - (38%) - ONE POINT CWN SIZE ANALYSIS
PASSING 1200 SIM)
STANObRD PENErRATION SPLIT SPOON SAMPLER (2 inch outside diometer) PI - PLbSlCITI INDEX
(PERCENT PASSING 1200 SIM)
U - LIQUID LIMIT
OS - DIRECT SHEAR TEST NX SIZE CORE WREL (2-5/8 inch outside diometer) 'R' - R-VALUE TEST
CORR - CORROSiVlY TEST
SHELBY TUBE El - UBC EXPANSION INDEX
LC - UBORATORY COMPACTON TEST
GENFRAL NOTES:
1. tines separating strata on the logs represent opproximote boundaries only. Actual transitions moy be gradual.
2. No warranty is provided os to the continuity of soil conditions between indi~duol sample locotions.
3. Logs represent general soil conditions observed at the point of exploration on the dote indicated.
4. In general, Unified Soil Clossificotion designations presented on the logs were evaluated by visuol methods only.
Therefore, actual designotions (based on lobomtory tests) moy wry.
CONS1 SlENCY CRITERIA BASED ON FIE1 D TESTS
PENETROMETER POCKR" -~~
DENSITI (# blowa/ft) OENSlTy (X) CONSISTENCY (I sPT UNOWNED COMPRESSWE SHUR UNCONFINED
STRENGTH (tsf) STRENGTH
very Loose 0 - 15
Loose 4 - 10 15 - 35
Medium Dense 10 - 30 35 - 65
Dense 30 - 50 85 - 85
vary soft <2 <O. 13 Soft 2-4
4 - 8 Medium Stiff 0.25 - 0.5 0.13 - 0.25
1.0 - 2.0 0.5 - 1.0 8 - 15 Stiff 0.5 - 1.0 0.25 - 0.5
<0.25
Very Dense Very Stiff 15 - 30 1.0 - 2.0 2.0 - 4.0 85 - 100 Hard >4 >2.0 >30
* NUMBER OF BLOWS OF 140 POUNDS WMER FALLING 30 INCHES TO ORWE A 2 INCH 0.0.
(1 3/8 INCH 1.0.) SPLil WREL SAMPLER (ASTM-1386 STWMRD PENETRATION TEST) .. UNCONFINED COMPRESSWE STRENGTH IN TONS/SO. n. REM FROM POCKn PENCfROMCER
MOISTURE CONTENT
-
WCRlPnON
DV
wet Maible fm water. usually soil is below water table
FELoTm
Absence of moiatun. dusty. dry to the touch
Moist Damp but no visible water
d
- DWRIPIKH( FlDDTm
CEMENTATION Moderately Crumbles or breoks with conriderable finger pressun
Wwkly Crumbles or brcoks with handling ar slight finger pnssun
~ Stronqly Will not crumble or brwk with finger pressure
I KLEINFELDER I LOG KEY FIGURE
5015 sHMIEw*I RACE
CHECKED BY KW
PROJECT NO. 51-5947-01
YN D(Eu). WFORNV. 92122 CARLSBAD WATER RECYCUNQ FACILITY 1 FN: 594NIC 1 DATE: 08/2001
A2 CARLSBAD, CALIFORNIA
DATE DRILLED: 8/6/01 WATER DEW " L DRILLED BY: Scott's Drilling DATE MEASURED "
DRILLINOMITHOD: Hollow Stern Auger 8" ELEVATION: "
LOGGED BY
L
K.WELLS REFERENCE DATUM: --
I
SOIL DESCRIPTION
AND
CLASSIFICATION
, yellow-brown, moist, medium dense,
.: SAND with some SILT (SP/SM), light brown, moist, dense, fine to
:: medium-pined ..
.. . . '. - Ground Surface Elevation = 59.0 A. Boring stopped at 21.5 A. No freewater or caving observed. Borehole backfilled with cuttings.
I '"kg KLEINFELDER CARLSBAD WATER RECYCLING FACll
No15 IwOREHM( WE s*N DEGO. MORNU 02qP CARLSBAD, CALIFORNIA
f DATE DRILLED: 8/6/01 - WATER DEPTH: "
DRILLED BY Scott's Drilling DATE MEASURED --
DRILLINGMETHOD: Hollow Stem Auger 8" ELEVATION: "
REFERENCE DATUM: -- ,,- LOGGED BY: K.WELLS
SOIL DESCRIPTION
AND
CLASSIFICATION
SAND with some SILT (SPISM), light brown, dry to moist, dew, fme to medium-grained
I I
LEINFELDER CARLSBAD WATER RECYCLING FACll
SAN DIECO. CALIFORNU m122 5015 SHOREW R*Q CARLSBAD, CALIFORNIA
(PROJECT NO. 51-5947-01 LOG OF BORING 2
I DATE DRILLED: 8/6/0 1 WATER DEPTH " ,l DRILLED BY Scott's Drilling DATE MEASURED "
DRILLINGMETHOD: Hollow Stem Auger 8" ELEVATION:
LOGGED BY: K.WELLS REFERENCE DATUM: - -
"
0 s Y
SOIL DESCRIPTION
AND
CLASSIFICATION
3 0
ellow-brown, moist, medium dense, fine to
SANDY CLAY (0, olive-gray, moist, hard
. .. .. . SAND with some SILT (SP/SM), yellow-brown, moist, dense, fine to
. .. medium-grained
; : .. . . '
.. .
.. ... . , ..
SANDY CLAY (0, olive-gray, moist, hard
4c4 SAND with some SILT (SP/SM), yellow-brown, moist, dense, fine to ..
. .. .. . . .. medium-grained .. .
; : .. . . '
.. ... . , ..
Color change to gray with iron oxide stainings .. .. .
..
. .. .. .
. ':. Color change to white, grades medium to coarse with gravel . ..
. . '. -
Boring stopped at 25 A. Ground Surface Elevation = 60.0 A.
No freewater or caving observed. Borehole baddilled wth cuttings.
I I
KLEINFELDER CARLSBAD WATER RECYCLING FACll
W @EGO. WFORMA SZlP CARLSBAD, CALIFORNIA
?ROJECT NO. 51-5947-01 LOG OF BORING 3
KLEINFELDER
APPENDIX B
LABORATORY TEST RESULTS
Laboratory tests were performed on selected bulk and drive samples to estimate engineering
characteristics of the various earth materials encountered. Testing was performed in accordance
with one of the following references:
1) Lambe, T. William, (1951), Soil Testing for Engineers, Wiley, New York.
2) Laboratory Soils Testing, U.S. Anny, (1970), Office of the Chief of Engineen,
Engineering Manual No. 11 10-2-1906.
3) ASTM Standards for Soil Testing, latest revisions.
4) State of California Department of Transportation, Standard Test methods, latest revisions.
MOISTURE CONTENT AND DRY UNIT WEIGHT
Natural moisture content and dry unit weight tests were performed on four drive samples
- collected kom the borings in accordance with ASTh4 D 2216 and D 2937, respectively. The
results of these tests are presented on the Logs of Borings in Appendix A.
CORROSIVITY TESTS
A series of chemical tests were performed on one selected sample of the near surface soil to
estimate pH, resistivity and sulfate and chloride contents. The test results are presented in Table
B-1.
R-VALUE TESTS
R-value testing was performed on one sample of the near-surfme soils encountered at the site.
The test was performed in general accordance with Caltrans Standard Test Method 301. The test
results are presented in Table B-2.
EXPANSION INDEX TEST
One expansion index test was performed on a representative soil sample. Test procedures were
in general accordance with the Uniform Building Code (UBC) standard 18-2. The results are
presented in Table B-3.
51-594701/5I11R6OS.doc
Copyright 2001 Klcinfcldcr. Inc. B- I September IZ.2OOl
KLEINFELDER
_- DIRECT SHEAR TEST
One direct shear test was performed on a representative soil sample. Test procedures were in
general accordance with the ASTM D 3080. The results are presented in Figure B 1.
SIEVE ANALYSIS
A sieve analysis was performed on one sample of the materials encountered at the site to evaluate
the gradation characteristics of the soils and to aid in classification. The tests were performed in
general accordance with ASTM Test Method D422. Results of these tests are presented on
Figure B2.
TABLE B-1
CORROSION TEST RESULTS
~~ ~~~~
Boring Depth
(ft) PH Sulfate Resistivity Chloride
.. (ppm) (ohm-cm) @Pd
3 668 50 60 8.9 1-5
.-
TABLE B-2
R-VALUE TEST RESULTS -
Boring .. .. .
.,. -Depth
(ft)
1 13 1-5
R-value
TABLE B-3
EXPANSION INDEX TEST RESULTS
I
1 I 1-5 37 Low I I
SI-S9470l/SlllR605.doc
Copyright 2001 Kleinfeldn. Inc. E-2
1000 4
~
i
. ”
1 !
i 1 i i ! 4 I !
0 1000 2000 3000 4000
01 !
Normal Stress (ps9
Sample: B2-3C@11.5” DryUnit Weight: 112.6 psf
Description: Yellow-Brown Clayey SAND (SC) Wet Unit Weight: 120.6 psf
Sample Prep: IN-SITU Moisture Content: 7.0 %
Ange of Friction:
Cohesion, psf:
45
1100
GRAVEL I SAND I FfNES
COW*C fine Cmru Medium fin. sin Clay
Symbol Sample Depth Liquid Piasbc Plasticity
Lmation (n) Limit Limit index
Passing Dm DX 080 Cu Cc N~, 2~ U.S.C.S I
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 42263
,, - GRADATION TEST RESULTS FIGURE
.. An ampioyaa owwa company Carlbad Water Treatment Facility
Carlsbad, California
:HECKED BY: RCS IFN: LAB B-2,
'ROJECT NO. 51-594701 IDATE 9/01
KLEINFELDER
SEISMIC HAZARD EVALUATION
WASTEWATER TREATMENT PLAT
CARLSBAD, CALIFORNIA
I. INTRODUCTION
This section presents the results of our site specific seismic hazard analysis for the proposed
Encina wastewater treatment plant in Carlsbad, California. The subsurface soil conditions used
in this study were obtained from our current geotechmcal investigation at the proposed site.
The purpose of this ground motion study is to develop site specific ground motion criteria in
terms of peak ground accelerations and design response spectra for the subject site by using a
seismic source model (proximity to active faults, major historical earthquakes, regional
seismicity) and subsurface soil conditions at the site. The response spectra is a graphical
representation relating the maximum response of a single degree of freedom, elastic damped
oscillator with different fundamental periods to dynamic loads. Site-specific spectra for any
given return period represents uniform-risk earthquake ground motions consistent with the
seismic source model and the local site response. Specifically, our scope of services include the
following:
Discussion of significant faults and assessment of site seismicity;
Performance of seismic risk analyses to estimate the probability of occurrence of various
levels of peak horizontal and vertical ground surface accelerations during the economic
life of structure.
Development of site-specific, uniform-risk horizontal response spectra for two levels of
earthquake and four levels of damping.
II. PROJECT LOCATION
The project is located in Carlsbad, California. Using the USGS 7 1/2-minute topographic map of
Encina quadrangle, the site coordinates are:
Latitude: 33.1 15" N
Longitude: 1 17.3 19" W
~. According to 1997 Uniform Building Code (UBC) Figure 16-2, the site lies within Seismic Zone
4.
5 1-5076-01 I 0 1999 Klcinfcldcr, Inc.
KLEINFELDER
- III. FAULTING
The project site is in a region which is traditionally characterized by low to moderate seismic
activity. The active Rose Canyon fault is located approximately 6.1 km to the southwest of the
site. A major seismic event on this fault could cause significant ground shaking at the site.
Other active faults that may result in significant ground shaking at the site include: the Newport-
Inglewood fault (offshore), approximately 11.2 km to the northwest; the Coronado Bank Fault
zone, approximately 32.3 km to the southwest; the Elsinore fault (Julian segment), approximately
40.6 km to the northeast; the Elsinore fault (Temecula segment), approximately 40.7 km to the
northeast; the San Diego Trough approximately 46.7 km to the northeast; the Elsinore fault (Glen
Ivy segment), approximately 58.8 km to the northeast; the Palos Verdes Fault zone,
approximately 60.6 km to the northwest; the Earthquake Valley fault, approximately 69.1 km to
the east; the San Jacinto fault (ha segment), approximately 78.3 km to the northeast; the
Newport-Inglewood fault (onshore), approximately 78.4 km to the northwest; the San Jacinto
fault (San Jacinto Valley segment), approximately 78.9 km to the northeast; the Chino - Central
Ave. fault, approximately 82.5 km to the northwest; the San Jacinto fault (Coyote Creek
segment), approximately 84.4 km to the northeast; the Whinier Fault, approximately 87.3 km to
+- the northwest; the Elsinore fault (Coyote Mountain segment), approximately 90.8 km to the
southeast; the Campton Blind Thrust , approximately 94.0 km to the northeast; and the Elysian
Park Blind Thrust, approximately 99.0 km to the northwest. Based on the information provided
in Hart and Bryant (1997), the site is not within an Alquist-Priolo Earthquake Fault Zone.
Table 1 lists these faults and their seismic parameters. Locations of the active and potentially
active faults in the area with respect to the subject site are shown on Plate 1. The locations of the
faults and associated parameters presented on Table 1 are based on data presented by Wesnousky
(1986), Petersen and Wesnousky (1994), Jennings (1994), Working Group on California
Earthquake Probabilities (1995), Lindvall and Rockwell (1995), Petersen et. al. (1996). and
Frankel et. al. (1996). The maximum earthquake magnitudes presented in this table are based on
the moment magnitude scale developed by Kanamori (1 977).
.-
5 1-50764 I 2 (D 1999 Kleinfelder. Inc
. KLEINFELDER
.- TABLE 1: SIGNIFICANT FAULTS
* moment magnitude
The "a" and 'b" values listed in this table are a measure of the frequency of occurrence of
earthquakes of various magnitudes. The general form of this recurrence model is based on the
Gutenberg-Richter (Gutenberg and Richter, 1956) exponential frequency-magnitude relationship:
log N(M) = a - bM
where N(M) is the cumulative number of earthquakes of magnitude "M" or greater per year, and
"a" and "b" are constants based on recurrence analyses.
5 1-5076-01 3 0 I999 Kleinfeldcr. Inc
KLEINFELDER
rc IV. SEISMICITY
The project site and its vicinity are located in an area traditionally characterized by low seismic
activity. Most of the high seismic activities are associated with the San Jacinto fault and
Newport-Inglewood fault zones which are less than 100 km towards the northeast and northwest
from the site, respectively. Some of the significant nearby events (less than 60 km) include: the
November 22, 1800 (M6.5) San Diego Region earthquake, about 15 km towards the southeast;
the May 27, 1862 (M6) earthquake associated with the Rose Canyon fault system, about 43 km
towards the southeast; the October 23, 1894 (M5.8) earthquake, about 60 km towards the
southeast, and the July 13, 1986 (M5.4) Oceanside earthquake, about 55 km toward the
southwest associated with San Diego Trough fault zone. A background seismicity is included in
our model to compensate for the lack of local faults. Epicenters of some significant earthquakes
(M>4.0) within the vicinity of the site are shown on Plate 1.
The earthquake data base used contains in excess of 5,500 seismic events and covers the period
from 1800 through October 1998. The earthquake data base is principally comprised of an
earthquake catalog for the State of California prepared by the Division of Mines and Geology
I (CDMG). The original CDMG catalog (Real, et. al, 1978) is a merger of the University of
California at Berkeley and the California Institute of Technology instrumental catalogs (Hileman,
et. al, 1973). The combined catalog contains earthquake records from January 1, 1900 through
December 31, 1974. Updates prepared by CDMG in 1979 and 1982 extend the coverage through
1982. In addition to the CDMG updates, the data for more recent earthquakes for the period
between December 1974 and October 1998 have been obtained from several other sources,
including the California Institute of Technology, the University of California at Berkeley, the
University of Nevada at Reno, the Earthquake Data Base System of the U. S. Geological Survey,
and the Council of the National Seismic System (CNSS). The CNSS catalog is world-wide
earthquake catalog which is created by merging the master earthquake catalogs from contributing
CNSS member networks and then removing duplicate events, or non-unique solutions from the
same event. The CNSS network includes Northern and Southem California Seismic Networks,
Pacific Northwest Seismic Network, University of Nevada, Reno Seismic Network, University of
Utah Seismographic Stations and US National Earthquake Information Service. The earthquake
data base also consists of earthquake records between 1800 and 1900. This subset of the
earthquake data base was derived from Seeburger and Bolt (1976) and Toppozada, et. al(1978,
1981).
51-5076-01 4 0 1999 Klcinfcldcr, Inc.
KLEINFELDER
-- The parameters used to define the limits of the historical earthquake search include geographical
limits (within 100 km of the site), dates (1800 through October 1998), and magnitudes (M>4). A
summary of the results of the historical search is presented below.
Time Period (1800 to October 1998) 198+ years
Maximum Magnitude 7
Approximate distance to nearest historical earthquake 12.5 km
Number of events exceeding magnitude 4 within search area 183
V. SITE CHARACTERIZATION
In developing site specific seismic design criteria, the characteristics of the soils underlying the
site are an important input to evaluate the site response at a given site. Primarily the project site
consists of fill underlain by bedrock. The bedrock is primarily Marine deposit consisting of
interbedded layers of moderately to highly weathered sanddstone and siltstone. The thickness of
Marine deposit is greater than 50, we have classified the site as a soft rock.
- the fill material varies up to about 25 feet. Since the average blow count in top 30 meters of the
Based on the above information, we classify the site as site profile type SC based on the new
NEW site classification according to Table 16-J of the 1997 Uniform Building Code (UBC)
(1997 UBC, Rinne. 1994; Martin and Dobry, 1994). SC is defined as a soil profile consisting of
very dense soils and soft rock with shear wave velocity between 360 and 760 m/s or SPT N > 50,
or Su > 2000 psf. The site can also be classified as Site Class B according to Boore et. al. (1993,
1994). Site Class B is defined as a site having average shear wave velocities between 360 m/s
(1200 feetkec) and 750 m/s (2500 feetkec) in the upper.30 m (100 feet).
VI. SEISMIC RiSK ANALYSIS
Based on the project design criteria provided by Montgomery Watson, we have developed peak
ground accelerations for two levels of earthquakes. An Lower Level Event (LLE) is defined as
the ground motion that has a 10% probability of exceedance in 50 years (return period of about
475 years) and an Upper Level Event (ULE) is defined as the ground motion that has a 10%
probability of being exceeded in 100 years (return period of about 950 years).
5 1-5076-01 5 0 1999 Kleinfcldcr, Inc.
KLEINFELDER
," A probabilistic seismic hazard analysis was used to estimate the peak ground accelerations for
the LLE and ULE discussed above. This analysis involves the selection of an appropriate
predictive relationship to estimate the ground motion parameters, and, through probabilistic
methods, determination of peak accelerations.
A. Attenuation Relationship
Site-specific ground motions can be influenced by the styles of faulting, magnitudes of the
earthquakes, and local soil conditions. The attenuation relationships used to estimate ground
motion from an earthquake source needs to consider these effects. Many attenuation
relationships have been developed to estimate the variation of peak ground surface acceleration
with earthquake magnitude and distance from the site to the source of an earthquake. Of these
relationships, we have selected the relationship presented by Boore et. a1 (1993,1994) because of
its wide acceptance by seismologists. This relationship has also been used in developing recent
Interim National Seismic Hazard Maps (Frankel et. al., 1996) for the State of California. Since
the site can be classified as Site Class B according to Boore et. al. (1993, 1994), we have used the
relationship that corresponds to the Site Class B. However, the relationship by Boore et. al.
.- (1993, 1994) does not provide spectral values for periods greater than 2 seconds. Therefore, to
develop response spectra for long periods, we have used the relationship presented by
Abrahamson and Silva (1993). These predictive relationships were developed from statistical
analyses of recorded earthquakes from Western North America, including the records from the
1989 Loma Prieta earthquake and 1992 Landers earthquake. The attenuation relationships
provide mean values of ground motions associated with one set of parameters: magnitude,
distance, site soil conditions, and mechanism of faulting. The uncertainty in the predicted ground
motion is taken into consideration by including a magnitude dependent standard emor in the
probabilistic analysis.
B. Probabilistic Analysis
Probabilistic modeling procedure was used to estimate the peak ground motions corresponding to
the two levels of earthquakes. The probabilistic analysis approach is based on the characteristics
of the earthquake and of the causative fault associated with the earthquake. These characteristics
include such items as magnitude of the earthquake, distance from the site to the causative fault,
maximum credible earthquake, length, and activity of the fault. The effects of site soil conditions
and mechanism of faulting are accounted for in the attenuation relationships.
.-.
5 1-5076-01 6 0 1999 Kleinfcldcr. Inc.
KLEINFELDER
- The theory behind the seismic risk analysis has been developed over many years (Cornell, 1968,
1971; Merz and Cornell, 1973) and is based on the "total probability theorem" and on the
assumption that earthquakes are events that are independent of time and space from one another.
According to this approach, the probability of exceeding PE(Z) at a given level of ground
motion, Z, at the site within a specified time period, T, is given by
where 9(Z) is the mean annual rate of exceedance of ground motion level Z. Different
probabilities of exceedance may be selected, depending on the level of performance required.
C. Peak Ground Acceleration
Based on the results of our seismic analyses, the calculated peak ground horizontal accelerations
(in units of gravity) for both LLE and ULE are presented in Table 2 below. This table also
presents the peak vertical ground accelerations (in units of gravity) for both LLE and ULE
estimated using data presented by Niazi and Bozorgnia (1991, 1992). The corresponding return
period and annual probabilities of occurrence are also shown in Table 2.
c
TABLE 2: PEAK GROUND ACCELERATION
Event Peak Vertical Peak Horizontal Probability of Annual Probability Retum Period
(Years) Acceleration (g) Acceleration (9) Occurrence of Exceedance
LLE 0.44 0.50 10% in 50 0.0022 475
years
ULE 0.54 0.60 10% in 100 0.001 1 950
D. Design Response Spectra
The site-specific design response spectra for this project were developed based on a uniform-risk
approach. The uniform risk approach assumes that the same level of risk is uniformly applied to
the entire response spectra. Response spectral values for the two levels of ground motions and
four levels of damping were calculated using the same probabilistic analysis approach, described
above. The predictive relationship for pseudo-relative velocity response spectra (horizontal
component) by Boore, Joyner, and Fumal(l993, 1994) was used to attenuate the ground motions
from the source to site.
5 1-5076-0 I 7 0 1999 Klcinfcldcr. Inc.
. KLEINFELDER
..- The resulting uniform -risk response spectra in linear form are presented on Plates 2 and 3 and in
tripartite form are presented on Plates 4 and 5. The spectral acceleration values (in units of
gravity) for the two levels of ground motions and for four levels of damping are also listed on
Table 3.
TABLE 3: SITE SPECIFIC SPECTRAL ACCELERATION (9)
.-
,--
5 1-5076-01 0 1999 Kleinfeldcr, Inc.
KLEINFELDER
..” E. Dynamic Earth Pressure
In addition to the active or at rest soil pressure, the tank walls at the proposed facility should be
designed for the incremental dynamic earth pressures. These incremental dynamic earth
pressures depend on the expected peak ground accelerations, the nature of the backfill, and the
type of wall. The results of our analyses for both, flexible walls which are free to rotate at the
top, and stiff walls which are restrained at the top, are presented below.
Flexible walls are those that are free to rotate at the top with wall movement at the top exceeding
0.5% of H, where H is the wall height. The incremental dynamic earth pressure for the design of
the flexible walls under seismic conditions were calculated for both the Lower Level and Upper
Level of Earthquakes using the method proposed by Mononobe-Okabe (1929). Assuming a
backfill unit weight of 125 pcf, the incremental dynamic earth pressures (APE) at the proposed
site in pounds per square foot are 1 1.5H and 14.5H for LLE and ULE events, respectively. These
incremental pressures should be applied uniformly over the wall height, H, where H is in feet.
Similarly, the incremental dynamic earth pressure for the design of stiff walls (defined as having
wall movement at the top being restricted and between 0.2% and 0.5% of H) for the proposed
facility under seismic conditions were calculated for both levels of earthquakes using the method
proposed by Yong (1985). The incremental dynamic earth pressures (APE) for the stiff walls at
the proposed site in pounds per square foot are 23H and 27.5H for LLE and ULE events,
respectively. These incremental pressures should be applied uniformly over the wall height, H,
where H is in feet.
.-
F. Spectral Velocity
We have estimated the spectral velocities for a probable tank sloshing period of about 2.5
seconds with % percent damping using spectral plots presented on Plates 6 and 7 for UE and
ULE events, respectively. According to these plots the spectral velocities for LLE and ULE are
38 idsec and 51 idsec, respectively.
G. Near Fault Issues in Structural Design
In recent years, many modem structures located near the seismic source have been severely
damaged or have collapsed. The severe damage and/or collapse is attributed to near fault
motions that are characterized by energetic unidirectional velocity pulses (Singh 1984, 1985).
- What makes these motions particularly damaging is the impulse (area under the acceleration
multiplied by the mass). A structural system that yields during a long duration pulse (impulse
SI-5076-01 9 0 1999 Klcinfclder, Inc.
. KLEINFELDER
.- loading) may experience very large permanent deformations andor collapse. The extent of these
actions depends on the strength and natural period of the structure and the structure articulation,
as well as the amplitude, duration, and shape of the pulse. The near fault pulse type motions can
be particularly damaging because they can accumulate inelastic deformations in one direction and
their considerations in the near fault conditions should be properly evaluated.
Due to'the close distance between the Rose Canyon fault and the site, near source effects should
be considered in the structural desipg of the proposed facility. Structures with strength
discontinuities, soft stories, plan irregularities, discontinuous shear walls and ductile moment
frames are vulnerable to these types of motions. The impact of the near fault aspects on the
response spectrum have been included in our analysis. Therefore, the accelerations presented in
this analysis include near fault factors.
.-
5 1-5076-01 IO 0 1999 Kleinfelder. Inc
KLEINFELDER
,- VII. REFERENCES
Abmhamson, N.A. and Silva, W.J. (1993), Attenuation of Long Period Strong Ground Motions, Seismic
Engineeting- Volume 2, ASME, pp. 187-192.
Boore, D.M., Joyner W.B., and Fumal T.E. (1993), Estimation of Response Spectra and Peak Acceleration’from Western North American Earthquakes: An Interim Report, US. Geological Survey, Open-File Report 93-509.
Boore, D.M., Joyner W.B., and Fumal T.E. (1994), Estimation of Response Spectra and Peak Acceleration from Western North American Earthquakes: An Interim Report, Part 2, U.S. Geological Survey, Open-File Report 94-127.
Bozorgnia, Y. and Niazi, M. (1993), Distance Scaling of Vertical and Horizontal Response Spectra of the Loma Prieta Earthquake, Journal of Earthquake Engineering and Structural Dynamics, Vol. 22, pp. 695-707.
Cornell, C.A. (1968), Engineering Seismic Risk Analysis, Bulletin of the Seismological Society of America, Vol. 58, No. 5.
Cornell, C.A. (1971), Probabilistic Analysis of Damage to Structures Under Seismic Loading, Dynamic Waves in Civil Engineering, London, Interscience.
Frankel, A.D., Perkins, D.M:, and Mueller, C.S., 1996, National Seismic Hazard Maps: Documentation, for the Natlonal Earthquake Hazards Reduction Program (NEHRP), USGS, Denver, CO.: available at web site: hltu://eldaee.cr.uses.eov
Greensfelder, R.W., (1974), “Maximum Credible Rock Acceleration from Earthquakes in California”, California Division of Mines and Geology, Map Sheet 23.
Gutenberg, B. and Richter, C.F. (1956), Earthquake Magnitude, Intensity, Energy and Acceleration, Bulletin of the Seismological Society of America, Vol. 46, No. 2.
Hart, E.W. and Bryant, W.A. (1997), Fault-Rupture Hazard Zones in California: California Division of Mines and Geology, Special Publication 42, 1997 revised edition, 34p.
Hart, E.W., Bryant, W.A., and Smith, T.C. (1984), Summary Report: Fault Evaluation Program (Sierra Nevada Region): California Department of Conservation, Division of Mines and Geology Open File Report 83-10SF.
Harwood, D.S. and Helly, E.J., (1982), Preliminary Structure Contour Map of the Sacramento Valley, California Showing Major Late Cenozoic Structural Features and Depth to Basement: US. Geological Survey Open File Report 82-727.
Hileman, J.A., Allen, C.R., and Nordquist, J.M. (1973), Seismicity of Southern California Region, 1 January 1882 to 31 December 1972, California Institute of Technology, Seismological Laboratory Contribution 2385.
Jennings, C.W. (1994), Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions, California Division of Mines and Geology.
Kanamori, H. (1977), The Energy Release in Great Earthquakes: Journal of Geophysical Research, Vol. 82, pp. 2981-2987.
51-5076-01 I! 0 1999 Klcinfcldn; Inc
KLEINFELDER
_- Martin, G.R. and Dobry, R. (1994), Earthquake Site Response and Seismic Code Provisions, NCEER Bulletin Vol. 8, No. 4, October, National Center for Earthquake Engineering Research, State University of New York, Buffalo, N.Y.
Merz, H.L. and Cornell, C.A. (1973), Seismic Risk Analysis Based on a Quadratic Magnitude- Frequency Law, Bulletin of the Seismological Society of America, Vol. 63, No. 6.
Mononobe, N. and Matsuo, H. (1929), On Determination of Earth Pressure During Earthquakes, Proceedings, World Engineering Congress, Tokyo, Vol. 9.
Mualchin, L. (1995), California Seismic Hazard Map (1995): Basd on Maximum Credible Eathquakes (MCE), Department of Transportation, State of California, December.
Niazi, M. and Bozorgnia, Y. (1992), Behavior of Near-Source Vertical and Horizontal Response Spectra at SMART-1 Array, Taiwan, Journal of Earthquake Engineering and Structural Dynamics, Vol. 21, pp. 37-50.
Niazi, M. and Bozorgnia, Y. (1991), Behavior of Near-Source Peak Vertical and Horizontal
America, Vol. 81, pp. 715-732. Ground Motions over SMART-I Array, Taiwan, Bulletin of Seismological Society of
Petersen, M.D., Cramer, C.H., Bryant, W.A., Reichle, MS., and Toppozada, T.R. (1996), Interim Table of Fault Parameters used by the California Division of Mines and Geology to Compile the Probabilistic Seismic Hazard Maps of California: available at web site: http://www.consrv.ca.gov/dmg/shezp/fltindex.html
."
Real, C.R., Toppozada, T.R., and Parke, D.L. (1978), Earthquake Catalog of California, January 1, 1900 to December 31, 1974, First Edition, California Division of Mines and Geology, Special Publication 52.
Rinne, E.E. (1994), Development of New Site Coefficient of Building Codes, Proceedings of the
Fifth US. National Conference on Earthquake Engineering, Vol. IU, pp 69-78, Earthquake Engineering Research Institute, Oakland, CA.
Schwartz, D.P., (1994), New Knowledge of Northern California Earthquake Potential, Proceedings, ATC 35-1, Semnar on New Developments in Earthquake Ground Motion
Redwood City, CA. Estimation and Implications for Engineering Design Practice, Applied Technology Council,
Seeburger, D. A. and Bolt, B. A. (1976), "Earthquakes in California, 1769-1927", Seismicity Listing Prepared for National Oceanic and Atmospheric Administration, University of California, Berkeley.
Singh, J.P. (1984), Characteristics of Near-Field Strong Ground Motion and their Importance in Building Design, Proceedings, Applied Technology Council (ATC) Seminar on Earthquake Ground Motions and Building Damage Potential, San Francisco, March 27, ATC 10-1.
Singh, J.P. (1985), Earthquake Ground Motions: Implications for Designing Structures and
Reconciling Structural Damage, Earthquake Spectra, Vol. 1, No. 3.
.- Toppozada, T. R.,, Parke, D. L., and Higgins, C. T. (1978), "Seismicity of California, 1900- 1931", Califorma Division of Mines and Geology Special Report 135, pp. 39.
51-5076-01 12 0 1999 Kleinfelder. Inc.
KLEINFELDER
I Toppozada, T. R., Real. C. R., and Parke. D. L. (1981), "Preparation of Isoseismal Maps and
Summaries of Reponed Effects for Pre-1900 California Earthquakes", California Division of Mines and Geology Open File Report 81-1 1 SAC, pp. 182.
Toppozada, T. R., Parke, D. L., (1982), "Area Damaged by the 1868 Hayward Earthquake and Recurrence of Damaging Earthquakes near Hayward", CDMG Special Publication 2.
Uniform Building Code, (1994), Vol. 2, Structural Engineering Design Provisions, International Conference of Building Officials.
Wentworth, C.M., and Zoback, M.D., (1989), The Style of Late Cenozoic Deformation at the Eastern Front of the California Coast Ranges: Tectonics
Wesnousky, S.G. (1986), Earthquakes, Quaternary Faults, and Seismic Hazards in California, Journal ofGeophysica1 Research, Vol. 91, No. B12, pp. 12,587 - 12,631.
Wong, LG., Ely, R.W., and Kollrnan, A.C., (1988), Contemporary Seismic and Tectonics of the Northern and Central Coast Range-Sierra Block Boundary Zone, California: Journal of Geophysical Research, v. 93, pp. 7813-7833.
Working Group on California Earthquake Probabilities, 1990, Probabilities of Large Earthquakes
in the San Francisco Bay Region, California: US. Geological Survey, Circular 1053, 51 pp.
Yong, P.M.F. (1985), Dynamic Earth Pressures Against a Rigid Retaining Wall, Central Laboratories Report 5-856, Ministry of Works and Development, New Zealand. -
,-
51-5076-01 13 0 1999 Klcinfeldcr. Inc.
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/" APPENDIX D
SUGGESTED GUIDELINES FOR EARTHWORK CONSTRUCTION
1.0 GENERAL
.-
1.1 a - The work done under theses specifications shall include clearing,
stripping, removal of unsuitable material, excavation, preparation of natural soils,
placement and compaction of on-site and imported fill material and placement and
compaction of pavement materials.
1.2 Contractor's Responsibilitv - The Contractor shall attentively examine the site
in such a manner that he can correlate existing surface conditions with those
presented in the geotechnical evaluation report. He shall satisfy himself that the
quality and quantity of exposed materials and subsurface soil or rock deposits
have been satisfactorily represented by the Geotechnical Engineer's report and
project drawings. Any discrepancy of prior knowledge to the Contractor to that is
revealed through his evaluations shall be made known to the Owner. It is the
Contractor's responsibility to review the report prior to construction. The
selection of equipment for use on the project and the order of the work shall
similarly be the Contractor's responsibility. The Contractor shall be responsible
for providing equipment capable of completing the requirements included in the
following sections.
1.3 Geotechnical Engineer - The work covered by these specifications shall be
observed and tested by Kleinfelder, the Geotechnical Engineer, who shall be hired
by the Owner. The Geotechnical Engineer will be present during the site
preparation and grading to observe the work and to perform the tests necessary to
evaluate material quality and compaction. The Geotechnical Engineer shall
submit a report to the Owner, including a tabulation of tests performed. The costs
of re-testing unsuitable work installed by the Contractors shall be deducted by the
Owner from the payments to the Contractor.
1.4 Standard Specifications - Where referred to in these specifications, "Standard
Specifications" shall mean the State of California Standard Specifications for
Public Works Construction, with Regional Supplement Amendments for San
Diego County, 2000 Edition. -
JIJ94701/5111RM)S.doc
Copyright 2001 Kleinfelder. Inc.
D- I
KLEINFELDER
., - 1.5 Commction Test Method - Where referred to herein, relative compaction shall
mean the in-place dry density of soil expressed as a percentage of the maximum
dry density of the same material, as determined by the ASTM D 1557 Compaction
Test Procedure. Optimum moisture content shall mean the moisture content at the
maximum dry density determined above.
2.0 SITE PREPARATION
2.1
2.2
-
2.3
2.4
Clearing - Areas to be graded shall be cleared and grubbed of all vegetation and
debris. These materials shall be removed ffom the site by the Contractor.
StripDing - Surface soils containing roots and organic matter shall be stripped
from areas to be graded and stockpiled or discarded as directed by the Owner. In
general, the depth of stripping of the topsoil will be approximately 3 inches.
Deeper stripping, where required to remove weak soils or accumulations of
organic matter, shall be performed when determined necessary by the
Geotechnical Engineer. Stripped material shall be removed from the site or
stockpiled at a location designated by the Owner.
Removal of Existine Fill - Existing fill soils, trash and debris in the areas to be
graded shall be removed prior to the placing of any compacted fill. Portions of
any existing fills that are suitable for use in new compacted fill may be stockpiled
for future use. All organic materials, topsoil, expansive soils, oversized rock or
other unsuitable material shall be removed from the site by the Contractor or
disposed of at a location on-site, if so designated by the Owner.
Ground Surface - The ground surface exposed by stripping shall be scarified to a
depth of 6 inches, moisture conditioned to the proper moisture content for
compaction and compacted as required for compacted fill. Ground surface
preparation shall be approved by the Geotechnical Engineer prior to placing fill.
3.0 EXCAVATION
_-
3.1 General - Excavations shall be made to the lines and grades indicated on the
plans. The data presented in the Geotechnical Engineer's report is for information
only and the Contractor shall make his own interpretation with regard to the
methods and equipment necessary to perform the excavation and to obtain
material suitable for fill.
51-594701/5111R605.doe D-2
Copyright 2001 Kleinfeldcr, Inc. September 12,2001
19'1 KLEINFELDER
, _- 3.2 Materials - Soils which are removed and are unsuitable for fill shall be placed in
nonstructural areas of the project, or in deeper fills at locations designated by the
Geotechnical Engineer.
All oversize rocks and boulders that cannot be incorporated in the work by placing
in embankments or used as rip-rap or for other purposes shall be removed from
the site by the Contractor.
3.3 Treatment of Exposed Surface - The ground surface exposed by excavation
shall be scarified to a depth of 6 inches, moisture conditioned to the proper
moisture content for compaction and compacted as required for compacted fill.
Compaction shall be approved by the Geotechnical Engineer prior to placing fill.
3.4 Rock Excavation - Where solid rock is encountered in areas to be excavated, it
shall be loosened and broken up so that no solid ribs, projections or large
fragments will be within 6 inches of the surface of the final subgrade.
4.0 COMPACTED FILL
,-
4.1 Materials - Fill material shall consist of suitable on-site or imported soil. All
materials used for structural fill shall be reasonably free of organic material, have
a Expansion Index of 50 or less, IOOYO passing the 3 inch sieve and less than 30
percent passing the #200 sieve.
4.2 Placement - All fill materials shall be placed in layers of 8 inches or less in loose
thickness and uniformly moisture conditioned. Each lift should then be
compacted with a sheepsfoot roller or other approved compaction equipment to at
least 90 percent relative compaction in areas under structures, utilities, roadways
and parking areas. No fill material shall be placed, spread or rolled while it is
frozen or thawing, or during unfavorable weather conditions.
4.3 Compaction Equipment - The Contractor shall provide and use sufficient
equipment of a type and weight suitable for the conditions encountered in the
field. The equipment shall be capable of obtaining the required compaction in all
areas.
4.4 Recomoaction - When, in the judgment of the Geotechnical Engineer, sufficient
compactive effort has not been used, or where the field density tests indicate that
SIJ94701A111R605.doc
Copyright 2001 Klcinfeider, Inc.
D-3 September 12,2001
KLEINFELDER
.- the required compaction or moisture content has not been obtained, or if pumping
or other indications of instability are noted, the fill shall be reworked and
recompacted as needed to obtain a stable fill at the required density and moisture
content before additional fill is placed.
4.5 Resuonsibilitv - The Contractor shall be responsible for the maintenance and
protection of all embankments and fills made during the contract period and shall
bear the expense of replacing any portion which has become displaced due to
carelessness, negligent work or failure to take proper precautions.
5.0 UTILITY TRENCH BEDDING AND BACKFILL
L
5.1
5.2
Material - Pipe bedding shall be defined as all material within 4 inches of the
perimeter and 12 inches over the top of the pipe. Material for use as bedding shall
be clean sand, gravel, crushed aggregate or native free-draining material, having a
Sand Equivalent of not less than 30.
Backfill should be classified as all material within the remainder of the trench.
Backfill shall meet the requirements set forth in Section 4.2.6 for compacted fill.
Placement and Comoaction - Pipe bedding shall be placed in layers not
exceeding 8 inches in loose thickness, conditioned to the proper moisture content
for compaction and compacted to at least 90 percent relative compaction. All
other trench backfill shall be placed and compacted in accordance with Section
306-1.3.2 of the Standard Specifications for Mechanically Compacted Backfill.
Backfill shall be compacted as required for adjacent fill. If not specified, backfill
shall be compacted to at least 90 percent relative compaction in areas under
structures, utilities, roadways, parking areas and concrete flatwork.
6.0 SUBSURFACE DRAINAGE
6.1 General - Subsurface drainage shall be constructed as shown on the plans.
Drainage pipe shall meet the requirements set forth in the Standard Specifications.
6.2 Materials - Permeable drain rock used for subdrainage shall meet the following
gradation requirements:
51-594701/5111R605.doc
Copyright 2001 Kleinfelds, Inc. D-4 seplrmber 12, Zool
KLEINFELDER
6.3
6.4
..-.
Sieve Size
3 "
1-U2" 90 - 100
314" 50 - 80
No. 4 24 - 40
No. 100 0-4
No. 200 0-2
Percentage Passing
100
Geotextile Fabric - Filter fabric shall be placed between the permeable drain rock
and native soils. Filter cloth shall have an equivalent opening size greater than
the No. 100 sieve and a grab strength not less than 100 pounds. Samples of filter
fabric shall be submitted to the Geotechnical Engineer for approval before the
material is brought to the site.
Placement and Compaction - Drain rock shall be placed in layers not exceeding
8 inches in loose thickness and compacted as required for adjacent fill, but in no
case, to be less than 85 percent relative compaction. Placement of geotextile
fabric shall be in accordance with the manufacturer's specifications and shall be
checked by the Geotechnical Engineer.
7.0 AGGREGATE BASE BENEATH CONCRETE SLABS
7.1
7.2
Materials - Aggregate base beneath concrete slabs shall consist of clean free-
draining sand, gravel or crushed rock conforming to the following gradation
requirements:
e base shall
Sieve Sue
1 "
318"
No. 20
Placement - Aggregat
Percent Passing
100
30 - 100
0- 10
be compacted and kept moist until placement o If
concrete. Compaction shall be by suitable vibrating compactors. Aggregate base
shall be placed in layers not exceeding 8 inches in loose thichess. Each layex
shall be compacted by at least four passes of the compaction equipment or until
95 percent relative compaction has been obtained.
51-594701/S111R6OS.doc
Copytight 2001 Kleinfcldcr, Inc. D-5