HomeMy WebLinkAboutWadsworth Golf Construction Company; 2005-10-12; 39721-2 Part 2 of 3.. . .. . SUPPLEMENTAL PROVISIONS
CONTRACT NO. 3972112
GOLF COURSE CONSTRUCTION
FOR THE CARLSBAD MUNICIPAL GOLF COURSE
SUPPLEMENTAL PROVISIONS TO "GREENBOOK"
STANDARD SPECIFICATIONS for PUBLIC WORKS CONSTRUCTION
2003 EDITION
PART I, GENERAL PROVISIONS
SECTION I -- TERMS, DEFINITIONS ABBREVIATIONS AND SYMBOLS
1-1 TERMS
Add the following section:
1-1 .I 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.
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Add the following section:
1-1.3 Equals and Approvals. Where the words "equal", "approved equal", "equivalent", and such
words of similar import are used, it shall be understood such words are followed by the expression
"in the opinion of the Engineer", 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
expense, shall perform all operations, labor, tools and equipment, and further, including the
furnishing and installing of materials that are indicated, specified or required to mean that 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.
1-2 DEFINITIONS. Modify as follows: The following words, or groups of words, shall be exclusively
defined by the definitions assigned to them herein.
Agency - the Carlsbad Public Financing Authority or "CPFA."
r* City, City Council, City of Carlsbad, CPFA, and Board of Directors - shall be the same as the
CPFA and its Board of Directors of the CPFA .
Revised 10/08/03 Contract No. 39721-2 Page 52 of 162 Pages
CPFA Manager - the City Manager of the CPFA or hidher approved representative.
Dispute Board - persons designated by the CPFA Manager to hear and advise the CPFA Manager
on claims submitted by the Contractor. The CPFA Manager is the last appeal level for informal
dispute resolution.
Engineer - the CPFA Engineer of the CPFA or hidher approved representative. The 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 OperatodLessor - Any person who provides equipment or tools with an operator provided
who is employed by neither the Contractor nor a subcontractor and is neither an agent nor employee
of the Agency or a public utility.
Deputy CPFA Engineer, Construction Management & Inspection - The Construction Manager’s
immediate supervisor and second level of appeal for informal dispute resolution.
L4
Project Inspector - the Engineer’s designated representative for inspection, contract administration
and first level for informal dispute resolution.
Construction Manager- the Project Inspector’s immediate supervisor and first level of appeal for
informal dispute resolution.
1-3 ABBREVIATIONS
1-3.2 Common Usage, add the following:
Abbreviation Word or Words
Apts ...................................... Apartment and Apartments
Bldg ...................................... Building and Buildings
CMWD .................................. Carlsbad Municipal Water District
CSSD ................................... Carlsbad Supplemental Standard Drawings
cfs ......................................... Cubic Feet per Second
Comm ................................... Commercial
DR ........................................ Dimension Ratio
E ........................................... Electric
EWA ..................................... Encina Wastewater Authority
G .......................................... Gas
gal ......................................... Gallon and Gallons
Gar ....................................... Garage and Garages
GNV ...................................... Ground Not Visible
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Revised 10108103 Contract No. 39721-2 Page 53 of 162 Pages
gpm ....................................... allons per minute
IE .......................................... Invert Elevation
LWD Leucadia Wastewater District
MSL ...................................... Mean Sea Level (see Regional Standard Drawing M-12)
MTBM ................................... Microtunneling Boring Machine
NCTD ................................... North County Transit District
OHE ...................................... Overhead Electric
OMWD .................................. Olivenhain Municipal Water District
ROW.. ................................... Right-of-way
SDNR ................................... San Diego Northern Railway
SDRSD ................................. San Diego Regional Standard Drawings
SFM ...................................... Sewer Force Main
T ........................................... Telephone
UE ........................................ Underground Electric
W .......................................... Water, Wider or Width, as applicable
WVD ..................................... Vallecitos Water District
/c ......................................
S ........................................... Sewer or Slope, 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 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 CPFA 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 CPFA and shall be notified ten (IO) days in advance of the time and
location of said hearing. The determination of the CPFA shall be final.
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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 perform-
ance/warranty bond and payment bond (labor and materials bond) for this contract. The faithful
performance/warranty bond shall be in a sum not less than one hundred percent of the total amount
payable by the terms of this contract. The Contractor shall provide bonds to secure payment of
laborers and materials suppliers in a sum not less than one hundred percent of the total amount
payable by the terms of this contract.
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 performance/warranty bond will be reduced to 25 percent of the original amount 30 days
after recordation of the Notice of Completion and will remain in full force and effect for the one year
warranty period and until all warranty repairs are completed to the satisfaction of the Engineer. The
bonds to secure payment of laborers and materials suppliers shall be released six months plus 30
days after recordation of the Notice of Completion if all claims have been paid.
Add the following: All bonds are to be placed with a surety insurance carrier admitted and authorized
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@ Revised 10108103 Contract No. 39721-2 Page 54 of 162 Pages
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 certified copy, of the un-revoked appointment, power of attorney, by laws, or
2) A certified copy of the certificate of authority of the insurer issued by the insurance commissioner.
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other instrument entitling or authorizing the person who executed the bond to do so.
If the bid is accepted, the Agency may require a financial statement of the assets and liabilities of the
insurer at the end of the quarter calendar year prior to 30 days next preceding the date of the
execution of the bond. The financial statement shall be made by an officer's certificate as defined in
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.
2-5 PLANS AND SPECIFICATIONS.
2-5.1 General, add the following: The specifications for the work include the Standard
Specifications for Public Works Construction, (SSPWC), 2003 Edition, 2003 Regional Supplement,
March 2003, and Supplement Amendments, July 1, 2004, hereinafter designated "SSPWC, as
written and promulgated by Joint Cooperative Committee of the Southern California Chapter
American Public Works Association and Southern California Districts Associated General
Contractors of California, and as amended by the Supplemental Provisions section of this contract.
The construction plans consist of one set associated with the project. The first set is designated as
CPFA Drawing No. 381-4A and consists of 125 sheets. The standard drawings used for this project
are the latest edition of the San Diego Area Regional Standard Drawings, hereinafter designated
recent editions of the CPFA Supplemental Standard Drawings, hereinafter designated as CSSD, as
issued by the CPFA and the Carlsbad Municipal Water District Standard Plans hereinafter
designated as CMWDSD, as issued by the Carlsbad Municipal Water District. Copies of some of the
pertinent standard drawings are enclosed as an appendix to these Supplemental Provisions.
SDRSD, as issued by the San Diego County Department of Public Works, together with the most -
2-5.1.1 Substitutions and Product Options. Within 21 days after notice to proceed, formal
requests will be considered for substitutions of products in place of those specified. After the end of
that period, substitution requests will be considered only if specified product or system has gone out
of production subsequent to bidding, or specified product or system has been deemed illegal or
dangerous by governing agencies having jurisdiction over this project.
It is the intent of the Owner and Architect to have this project constructed with materials, products
and systems originally designed and specified into project. This opportunity to request substitutions
is not for the convenience of bidders or contractors to submit bids for materials, products and
systems which may be more familiar to them, or having a lesser cost.
1. The contractor will be required to bear the cost for additional compensation to the Architect and
his consultants for evaluation services, redesign or redetailing of the Contract Documents.
Submit separate request for each substitution. Support each request with an explanation for the
request, and include:
I. Complete data substantiating compliance of proposed substitutions with requirements stated in
Contract Documents.
a. Product identification, including manufacturer's name and address.
1
a Revised 10/08/03 Contract No. 39721-2 Page 55 of 162 Pages
b. Manufacturer’s literature; identify:
2.
3.
4.
5.
6.
7. a.
1) Product description,
2) Reference standards,
3) Performance and test data.
c. Samples, as applicable.
d. Name, address, and date of similar projects on which product has been used, and date of
each installation, as well as servicing agency and installer.
Itemized comparison of the proposed substitution with products specified, listing significant
variations.
Data relating to changes in the construction schedule.
Any effect of substitution on separate contracts.
Any effect of substitution on in-place construction, or other materials and systems to be installed.
Accurate cost data comparing proposed substitution with product specified.
Designation of required license fees or royalties.
Designation of availability of maintenance services and sources or replacement materials.
Substitutions will not be considered for acceptance when:
1. They are indicated or implied on shop drawings or product data submittals without formal
request.
2. Acceptance may require extensive revision of Contract Documents.
Substitute products shall not be ordered or installed without written acceptance and authorization of
Owner and Architect.
Only the Owner and his representatives will be determine the acceptability of proposed substitutions.
F
In making a legitimate, authorized, formal request for substitution, represent that:
I. A thorough investigation has transpired concerning the proposed product, and it has been
determined that it is equal to or superior in all respects to that specified.
2. The same warranties or bonds, and guarantees will be provided as for that specified.
3. Installation of the accepted substitution will be coordinated into the work; and such changes to
in-place work, ordered materials and products, or other work to be in progress prior to installation
of the requested substitutions, will be performed without any additional cost to Owner.
Requests for substitutions must be expeditiously forwarded for consideration.
Notification of decisions concerning acceptance or rejection will be in writing, and are final without
need for clarification.
2-5.2 Precedence of Contract Documents, modify as follows: 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:
1) Permits from other agencies as may be required by law. 2) Supplemental Provisions.
3) Plans.
4) Standard Plans. - a) CPFA Supplemental Standard Drawings.
b) Carlsbad Municipal Water District Standard Drawings.
e Revised 10/08/03 Contract No. 39721-2 Page 56 of 162 Pages
c) CPFA 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.
5) Standard Specifications for Public Works Construction. 6) Reference Specifications.
7) Manufacturer's Installation Recommendations.
Change Orders, Supplemental Agreements and approved 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.
2-5.3.1 General. Delete paragraph 3.
Add the following:
2-5.3.2 Shop Drawings
A. Submit newly prepared information, drawn to accurate scale. Highlight, encircle or otherwise
indicate deviations from the Contract Documents. Do not reproduce Contract Documents or
copy standard information as the basis of Shop Drawings. Standard information prepared
without specific reference to the Project is not considered Shop Drawings.
B. Shop Drawings include manufacturer's data sheets, testing information, color, texture, finish
samples, fabrication and installation drawings, setting diagrams, schedules, patterns, templates,
and similar drawings. The shop drawing shall include, but not be limited to the following:
1. Bridges
2. Pipe
3. Fittings
4. Gate valves
5. Valve boxes
6. Sprinklers and nozzles
7. Automatic valves
8. Wire and connectors
9. Pressure regulating valves
10. Quick coupling valves
1 1. Warning tape
12. Relief valves
I,
-.
Include the following information:
1. Dimensions.
2. Identification of products and materials included.
3. Compliance with specified standards.
4. Notation of coordination requirements.
5. Notation of dimensions established by field measurement.
a.
b.
Sheet size. Except for templates, patterns and similar full-size Drawings, submit
Shop Drawings on sheets at least 24" x 36", but no larger than 36" x 48".
Initial Submittal. Submit one correctable translucent reproducible print and two (2)
blue or blackline prints for the Engineer's review. The reproducible print will be re-
turned along with blue/blackline prints.
Do not use Shop Drawings without an appropriate final stamp indicating action
taken in connection with construction.
c.
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6. The use or reuse of the Engineer's drawings for Shop Drawings is strictly prohibited. Such
Revised 10/08/03 Contract No. 39721-2 Page 57 of 162 Pages
use will constitute rejection of the Shop Drawing.
-L- C. Coordination drawings are a special type of Shop Drawing that show the relationship and
integration of different construction elements that require careful coordination during fabrication
or installation to fit in the space provided or function as intended.
1. Preparation of coordination Drawings is specified in Section “Project Coordination” and may
include components previously shown in detail on Shop Drawings or Product Data.
2. Submit coordination Drawings for integration of different construction elements. Show
sequences and relationships of separate components to avoid conflicts in use of space.
When submitted for the Engineer‘s review, Shop Drawings shall bear the Contractor‘s certification
that the Contractor 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.”
By: Title:
Date:
Company Name:
2-5.3.2.1 Irrigation Materials -
A. Within five (5) days after award of the contract, the contractor shall submit three (3) copies of
manufacturer’s literature with manufacture’s name and numbers covering materials listed below
and any other items so requested. No material to be installed before on-site observation and
acceptance of material by the owner’s representative.
B. Items To Be Covered:
1. Pipe
2. Fittings
3. Gate valves
4. Valve boxes
5. Sprinklers and nozzles
6. Automatic valves
7. Wire and connectors
8. Pressure regulating valves
9. Quick coupling valves
IO. Warning tape
1 1. Relief valves
C. All materials shall be those specified and accepted by the owner’s representative.
No substitution of pipe material is admissible without prior approval of the Carlsbad
Municipal Water District.
Substitution requests for all other equipment shall be made in writing to the owner’s representa-
tive for review and acceptance. If accepted by the owner‘s representative, written notice will be
returned to contractor for matter of records.
Substitutions are admissible only when accepted as noted above. -
Revised 10/08/03 Contract No. 39721-2 Page 58 of 162 Pages
2-5.3.2.2 Samples
Contractor shall provide, at his expense, samples of the following materials in the quantities required
for approval by the resident engineer. Materials shall be delivered 60 days (1 5 days for shrubs) prior
to their incorporation into the work.
4
I) Type 1 mulch for planter areas at water feature, bridge, slopes and park areas.
2) Shrub container plants (3 of each - to be incorporated into the work, if approved).
Add the following:
2.5.3.4 Submittal Schedule
1.
2.
3.
4.
5.
6.
Within twenty-eight (28) working days after Notice to Proceed, submit a schedule for submission
of Shop Drawings, Product Data, and Samples by Contractor (the Submittal Schedule). The
Submittal Schedule shall be agreed upon by both parties in order that the items covered by
these submittals will be available when needed in the construction process and so that each
party can plan its workload in an orderly manner. Contractor shall identify on the Submittal
Schedule all of the submittal items required by the Contract Documents listing Shop Drawings,
product data, literature, sample reports, in-service training, and all other submittal items
separately.
No submittals will be processed before the Submittal Schedule has been submitted to and
accepted by Owner’s Representative.
In preparing the Submittal Schedule, Contractor shall first determine from the Contract
Schedule the date the particular item is needed for the Work. Working backward, Contractor
shall indicate on the Submittal Schedule the required number of days for shipment, time for
time for one (I) resubmittal and similar items to determine the date of the first submittal.
The Submittal Schedule shall be adjusted to meet the needs of the construction process and
the Contract Schedule. Submit seven (7) copies of the Submittal Schedule and each updated
Submittal Schedule. Prove updated Submittal Schedules concurrent with updated Contract
Schedule. Format of Submittal Schedule shall be similar to Contract Schedule. Contractor
shall indicate, as a minimum, for each submittal item on the Submittal Schedule.
fabrication, field sample or mockup, time for review and approval by Owner’s Representative, -
a. A Schedule Activity for preparation of the submittal.
b. A Schedule Activity for Owner’s Representative’s approval.
c. A Schedule Activity for revisions to the submittal by Contractor.
d. A Schedule Activity for re-review by Owner’s Representative.
e. A Schedule Activity for fabrication and delivery.
In preparing the Submittal Schedule, Contractor will consider the nature and complexity of each
submittal item and shall allow ample time for review, revision, and/or correction. In preparing
the Submittal Schedule, Contractor shall coordinate and cooperate with Owner’s Representative
to stagger the review of any submittal review activities showing free float.
Contractor shall schedule a minimum of fourteen (14) working days for review of first time
submittals. Schedule ten (IO) working days for review of resubmittals. Contractor is responsi-
ble for the time associated with obtaining approvals and resubmitting beyond times indicated
are not grounds for a time extension. Cost of re-review of resubmittals (third submittal) by the
Owner’s Representative will be borne by the Contractor.
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Revised 10108103 Contract No. 39721-2 Page 59 of 162 Pages
Add the following:
2-5.3.5 Submittal Procedures -
A. Coordination. Coordinate preparation and processing of submittals with performance of
construction activities. Transmit each submittal sufficiently in advance of performance or related
construction activities to avoid delay.
1. Coordinate each submittal with fabrication, purchasing, testing, delivery, other submittals
and related activities that require sequential activity.
2. Coordinate transmittal of different types of submittals for related elements of the work so
processing will not be delayed by the need to review submittals concurrently for coordina-
tion.
a. ,The Engineer reserves the right to withhold action on a submittal requiring coordination
with other submittals until related submittals are received.
3. Processing. Allow sufficient review time so that installation will not be delayed as a result of
the time required to process submittals, including time for resubmittals.
a. Allow two weeks for initial review. Allow additional time if processing must be delayed to
permit coordination with subsequent submittals. The Engineer will promptly advise the
Contractor when a submittal being processed must be delayed for coordination.
b. If an intermediate submittal is necessary, process the same as the initial submittal.
c. Allow ten (10) working days to reprocess each submittal.
d. No extension of Contract Time will be authorized because of failure to transmit
submittals to the Engineer sufficiently in advance of the Work to permit processing.
IC' B. Submittal Preparation. Place a permanent label or title block on each submittal for identification.
Indicate the name of the entity that prepared each submittal on the label or title block.
1. Provide a space approximately 4x5" on the label or beside the title block on Shop Drawings
to record the Contractor's review and approval markings and the action taken.
2. Include the following information on the label for processing and recording action taken.
a.
b.
d.
e.
f.
9. h.
C.
Project name.
Date.
Name and address of Contractor.
Name and address of Subcontractor.
Name and address of supplier.
Name of manufacturer.
Number of title and appropriate Specification Section.
Drawing number and detail references, as appropriate.
C. Submittal Transmittal. Package each submittal appropriately for transmittal and handling.
Transmit each Submittal from Contractor to Engineer using a transmittal form. Submittals
received from sources other than the Contractor will be returned without action.
1. On the transmittal, record relevant information and requests for data. On the form or
separate sheet, record deviations from Contract Document requirements, including minor
variations and limitations. Include Contractor's certification. that information complies with
Contract Document requirements.
Add the following:
Revised 10/08/03 Contract No. 39721-2 Page 60 of 162 Pages
2-5.3.6 Product Data
A. Collect Product Data into a single submittal for each element of construction or system. Product
Data includes printed information such as manufacturer's installation instructions, catalog cuts,
standard color charts, roughing-in diagrams and templates, standard wiring diagrams and
performance curves. Where Product Data must be specialty prepared because standard
printed data is not suitable for use, submit as "Shop Drawings."
.4
I.
2.
3.
4.
5.
Mark each copy to show applicable choices and options. Where printed Product Data
includes information on several products, some of which are not required, mark copies to
indicate the applicable information. Include the following information:
a. Manufacturer's printed recommendations.
b. Compliance with recognized trade association standards.
c. Compliance with recognized testing agency standards.
d. Application of testing agency labels and seals.
e. Notation of dimensions verified by field measurement.
f. Notation of coordination requirements.
Do not submit Product Data until compliance with requirements of the Contract Document
has been confirmed.
Preliminary submittal. Submit a preliminary single copy of Product Data where selection of
options is required.
Submittals. Submit two (2) copies of each required submittal; submit four (4) copies where
required for maintenance manuals. The Architect will retain one and will return the other
marked with action taken and corrections or modifications required.
a. Unless noncompliance with Contract Document provisions is observed, the submittal
may serve as the final submittal.
I
Distribution. Furnish copies of final submittal to installers, subcontractors, suppliers,
manufacturers, fabricators, and others required for performance of construction activities.
Show distribution on transmittal forms.
a. Do not proceed with installation until an applicable copy of Product Data applicable is in
the installer's possession.
b. Do not permit use of unmarked copies of Product Data in connection with construction.
Add the following:
2-5.4 Record Drawings. The Contractor shall provide and keep up-to-date a complete "as-built"
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, including changes in both pressure and non-pressure line, and all other
work not visible at surface grade. Prints for this purpose may be obtained from the Agency at cost.
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, monuments, sidewalks, curbs,
pavement). The accuracy of location of all items to be shown on the drawings shall be 150 mm (6) in
both the vertical and horizontal planes. All text and numerals placed on drawings shall be 0.30 mm
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@ Revised 10/08/03 Contract No. 39721-2 Page 61 of 162 Pages
('/g)l) in size. Facilities and items to be located in their horizontal and vertical positions and shown on the
record drawings shall include, but not be limited to:
a) Routing of irrigation pressure mainlines
b) Backflow preventers
c) Ball, gate and check valves
d) Irrigation control valves.
e) Quick coupler valves 9 Routing of service wires
g) Routing of control wires
h) Electrical service equipment
i) Electrical junction boxes
j) Irrigation controllers
k) Sleeves for future connections
I) Other equipment of a similar nature (as directed by the Engineer).
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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.
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 within ten (IO) days of completion of the work. Payment for performing the
work required by Section 2-5.4 shall be included in the various bid items and no additional payment
will be made therefore.
2-6 Work To Be Done. Add the following:
/c
2-6.1 Earthwork Balancing Note:
The grades represented on the approved grading plans for this project represent a design
addressing project design and environmental constraints known at this time. It will be the
responsibility of the Contractor to coordinate with the Engineer to adjust grades in specific onsite
balancing areas to create a balanced earthwork condition. Off-site handling or disposal of earthwork
materials is not a part of this contract. All costs related to the adjustment of grades is to be included
in the cost of bid line item 5: "Fine Grading and Shaping." Contractor shall not request, nor shall
CPFA approve, additional compensation for grade adjustments, final grades, fine grading, or shaping
other than those costs identified in aforementioned bid line item 5.
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(s) as
required by $5 8772 and 8773, et seq. of the California Business and Professions Code. -c-
@ Revised 10/08/03 Contract No. 39721-2 Page 62 of 162 Pages
When a change is made in the finished elevation of the pavement of any roadway in which a
permanent survey monument is located, the Contractor shall adjust the monument frame and cover
to the new grade within 7 days of paving unless the Engineer shall approve otherwise. Monument
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, hereinafter 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 certify the surveying work.
Contractor shall provide horizontal and vertical survey certification that all commercial, industrial, and
clubhouse pads are constructed in substantial conformance with these plans.
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 (8'/2)) by 11") paper. The field notes, calculations
and supporting data shall be clear and complete. Supporting data shall include all maps, affidavits,
plats, field notes from earlier surveys and all other evidence used by the Surveyor to determine the
location of the monuments set. The field notes and calculations will be labeled with name of the
Surveyor, the party chief, field crew members and 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 Business and
Professions Code when the Surveyor performs any surveying that such map is required under §Q 8762 of the State of California Business and Professions Code and whenever the 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
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
-
@ Revised 10/08/03 Contract No. 39721-2 Page 63 of 162 Pages
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.
,---
Feature Staked Stake Centerline or Parallel to Centerline
Description Spacing@, (8 @ F-
Street Centerline SDRS M-10 1300m (lOOO'), Street Intersections, Begin
Mark the centerline of each golf hole, using known reference points and available topographic
mapping. Stakes shall be placed along the centerlines of each golf hole as follows: a single pole
(painted red) at the middle of each championship tee; a single pole (painted white) at each landing
area, called a "turn point" or "dogleg" located 270 yards from the back tee stake on the par 4 and par
5 holes, and, in addition on par 5 holes, place a second "turn point" stake in accordance with
distance indicated on Grading Plan; a single stake (painted yellow) in the center of the proposed
green. Stakes shall be approximately 2" diameter X 20' long PVC pipe, buried into the soil until
substantially firm. Drainage swales, channel grades, lakes and other important features for the golf
course will be staked as required for construction with a minimum of I horizontal and vertical control
stake per 100 Linear feet. Top of bank (T.B.) elevations shall be staked in order for contractor to
begin grading operations. Prior to rough finish grading, all important golf course features shall be
located and blue topped as directed by the GOLF COURSE ARCHITECT. All environmentally
sensitive areas and limits of grading shall be fenced and approved by the Owner and Golf Course
Architect prior to any clearing and grubbing.
Lateral Setting Tolerance
Spacing a, Q (With in)
on street 7 mm (0.02')
The top of bank (T.B.) of all proposed lakes shall be staked by the Contractor in approximate
configuration with that shown on the plans or as otherwise deemed necessary by the Engineer to
conform with topography or existing vegetation. It shall be the responsibility of the Contractor to
save the top of bank (T.B.) stakes, and then provide their slope, cut stakes to the proposed lake
bottom. All slopes of the lake shall be cut on a uniform 4:l slope with the sides and bottom undercut
1 foot (1'4"). A lake sealing operation will be done at a later date to bring the sides and bottom back
to finish grade. Fine finishing and shaping of all lakes shall be performed under Section V, "Fairway
Development."
-
Swales shall be constructed in locations shown on the Grading Plan or as otherwise directed by the
Engineer. The Contractor shall stake the proposed alignment prior to construction. The Engineer
may alter their locations as necessary due to existing contour to facilitate their construction or to
improve the appearance and playing qualities of golf course.
Topsoil shall be stripped and stockpiled before excavation if required.
The cross section of swales shall be variable, but in no case shall side slopes exceed a 4:l slope
unless otherwise directed by Engineer. Side slopes shall be blended into existing contour and the
bottom of the swale to enable proper mowing operations without scalping. The invert of swales shall
be graded smooth and uniform grade in order to provide a constant flow with a minimum slope of
2%.
TABLE 2-9.2.2(A)
Survey Requirements for Construction Staking
Revised 10/08/03 Contract No. 39721-2 Page 64 of 162 Pages
centerline Horizontal. also see and end of curves, only when shown on the
plans
lath - Intervisible, I 15m (50') on tangents
& I 7.5m (25') on curves, Painted line -
continuous
Monument
Lath in soil, painted line in PCC & AC
surfaces
RP + Marker
Stake
RP + Marker
Stake
-4 section 2-912.1 herein
0.3 m (1') Horizontal at clearing line Clearing
Slope lntervisible and I 15m (50') 30 mm (0.1 ') Vertical &
Horizontal
30 mm (0.1') Horizontal
Grade Breaks
& 17.6 m (25')
N/A
( constant
offset)
N/A
Fence I 60 m (200') on tangents, L- 15m (50') on
:urves when I& 300m (1 000) & 7.5m (25) of
curves when Rs 300m (1 000')
I 15m (50') Rough Grade Cuts
or Fills 2 10 m
1339
30 mm (0.1') Vertical & Horizontal
10 mm ("/a") Horizontal & 7 mm ('/4*) Vertical
RP + Marker Stake
16.7 m (22') Final Grade (includes top of:
Basement soil,
subbaseand base)
Asphalt Pavemenl Finish Course
RP + Marker
Stake, Blue-
op in grading
area
RP, paint on
previous
course
1 15 m (50') on tangents & curves when R2
300m (1000') & 1 7.5m (25') on curves when
R I 300m (1000')
10 mm ("/e") Horizontal
&7 mm ('/4") Vertical I 7.5m (25') or as per the intersection grid
points shown on the plan whichever provides the denser information
edge of
pavement, paving pass
width, crown
line & grade
breaks
as appropriate 10 mm ("/E") Horizontal
7 mm (l/4") Vertical Drainage
Structures, Pipes
& similar FacilitiesO, @
RP + Marker
Stake intervisible & I 7.5m (257, beginning and end BC & EC of facilities, Grade breaks,
Alignment breaks, Junctions, Inlets & similar
facilities, Risers & similar facilities (except plumbing), Skewed cut-off lines
1 7.5m (25'), BC & EC, at %A, %A & %A on
curb returns & at beginning & end
Vertical locations shall be based on the
ultimate elevation of curb and sidewalk
at each pole & controller location
---r
10 mm (%") Horizontal curb (constant
offset) RP + Marker Stake
Traffic Signal O
Signal Poles &
Controller O
Junction Box 0
10 tnm ("/E") Horizontal as appropriate RP + Marker
Stake
RP + Marker
Stake
RP + Marker
& 7 mm ('/4*) Vertical
10 mm ("/E") Horizontal
& 7 mm (l/4") Vertical
10 mm ("/E") Horizontal
at each junction box location as appropriate
1 15 m (50') on tangents & curves when R2
300m (1 000') & I 7.5m (25') on curves when
R I 300m (1000') or where grade I 0.30%
as appropriate Conduit 0
Stake & when depth cannot be measured from
existing pnavement 7
mm ( /A \ Vertical
as appropriate 10 mm ("IS") Horizontal
& 7 mm ('/4") Vertical
(when vertical data
needed)
30 mm (0.1') Vertical &
Horizontal
7 mm ('/4") Horizontal
8 7 mm ('14.) Vertical
Minor Structure O for catch basins: at centerline of box, ends of
box & wings & at each end of the local
depression B)
I 15 m (50') & along end slopes & conic
transitions
RP + Marker
Stake + Line
Stake
RP + Marker
Stake + Line
Stake
RP + Marker Stake + Line Point +Guard
Stake
as appropriate Abutment Fill
Wall 0 as appropriate I 15 m (50') and at beginning & end of: each
wall, BC & EC, layout line angle points,
changes in footing dimensions &/or elevation &wall height
3 m to 10 m (IO' to 33') as required by the
Engineer, BC & EC, transition points & at
beginning & end. Elevation points on footing!
Major Structure (3
Footings, Bents
Abutments &
Wingwalls
10 mm ("/E,") Horizontal 8 7 mm ('/4*) Vertical
as appropriate
as appropriate
RP + Marker
Stake + Line
Point +Guard - - at bottom of columns
3 m to 10 m (IO' to 33') sufficient to use strint
Stake
RP IO mm (%") Horizontal Superstructures
Revised 10/08/03 Contract No. 39721-2 Page 65 of 162 Pages
F
Miscellaneous 6)
Contour Grading Q
Utilities 0, 0
Channels, Dikes
& Ditches 0
Signs 0
Subsurface Drains 0
Overside Drains 0
Markers 0
Railings &
Barriers 0
AC Dikes 0 - Box Culverts
Pavement
Markers0
RP + Marker
Stake
RP + Marker
Stake
RP + Marker
Stake
RP + Marker
Stake + Line Point +Guard
Stake
RP + Marker Stake
RP + Marker
Stake
RP + Marker
Stake
RP + Marker
Stake
RP + Marker
Stake
RP
0 Staking for feature may be om
lines, BC & EC, transition points & at
3eginning & end. Elevation points on footing3
at bottom of columns
I 15 m (50’)
I 15 m (50’) on tangents & curves when R2
300m (1 000’) & I 7.5m (25) on curves when
R I 300m (I 000’) or where grade I 0.30%
intervisible & I 30 m 1100’). BC & EC of . ,. facilities, Grade breaks, Alignment breaks,
Junctions, Inlets & similar facilities
At sign location
intervisible & I 15m (50’), BC & EC of
facilities, Grade breaks, Alignment breaks, Junctions, Inlets & similar facilities, Risers &
similar facilities
longitudinal location
for asphalt street surfacing I 15 m (50’) on
tangents & curves when R2 300m (1 000’) & 5
7.5m (25’) on curves when R I 300m (1000’).
At beginning & end and I 15 m (50’) on
angents & curves when R 2 300m (1 000’) & 5
7.5m (25’) on curves when R I 300m (1000’)
At beginning & end
3 m to 10 m (IO’ to 33’) as required by the
Engineer, BC & EC, transition points & at Deginning & end. Elevation points on footing:
& at invert
60 m (200’) on tangents, 15m (50’) on curves
when R 1 300m (1 000’) & 7.5m (25’) on
curves when R s 300m (1000’) For PCC
surfaced streets lane cold joints will suffice
ed when adjacent marker stakes reference t
along contour
line
as appropriate
as appropriate
Line point
as appropriate
9t beginning 8
end
At marker
location(s)
at railing &
barrier
location(s)
as appropriate
as appropriate
at pavement marker location(s)
! offset and el
30 mm (0.1’1 Vertical &
Horizontal
IO mm (“/e”) Horizontal
10 mm (0.1’) Horizontal
& 7 mm (‘/dn) Vertical
30 mm (0.1’) Vertical &
Horizontal
)O mm (0.1’) Horizontal 8 7 mm (’/4”) Vertical
)O mm (0.1’) Horizontal
& 7 mm (‘/?I Vertical
7 mm (’/4”) Horizontal
10 mm (*le”) Horizontal
& Vertical
)O mm f0.1’) Horizontal
& Vekcal -. . -. .. - -.
10 mm (”/E”) Horizontal
& 7 mm (‘/4”) Vertical
7 mm (’/.I”) Horizontal
ievation of those fe !atures and the accuracy requirements of the RP meet the requirements for the feature
0 Reference points shall be sufficiently durable and set securely enough to survive with accuracy intact throughout the
installation & inspection of the features or adjacent facilities for which they provide control. RP means reference point
for the purposes of this table
0 Perpendicular to centerline.
0 Some features are not necessarily parallel to centerline but are referenced thereto
8 Multi-plane surfaced features shall be staked so as to provide line & grade information for each plane of the feature
@ 2 means greater than, or equal to, the number following the symbol. I means less than, or equal to, the number fol-
lowing the symbol.
0 The cut datum for storm drainage & sanitary sewer pipes & similar structures shall be their invert. The cut datum for all
other utilities shall be the top of their pipe or conduit.
All guard stakes, line stakes and lath shall be flagged. Unless othetwise approved by the Engineer
flagging, paint and marking cards shall be the color specified in TABLE 2-9.2.2(8)
TABLE 2-9.2.2(B)
Survey Stake Color Code for Construction Staking
Type of Stake IDescription I Color*
Horizontal Control 7 I Coordinated control points, control lines, control reference points, centerline, I WhiteIRed I alignments, etc. I
Revised 10/08/03 Contract No. 39721-2 Page 66 of 162 Pages
. Vertical Control Bench marks
White/Orange
Limits of clearing Yellow/Black
Slope, intermediate slope, abutment fill, rough grade, contour grading, final Yellow
I
Clearina
grade, etc.
Bridges, sound and retaining walls, box culverts, etc.
Pipe culverts, junction boxes, drop inlets, headwalls, sewer lines, storm
drains, slope protection, curbs, gutters, etc.
Fences, FU W lines, easements, property monuments, etc.
Signs, railings, barriers, lighting, etc.
Grading
White
Blue
Whitek‘ellow
Orange
structure
Drainage, Sewer, Curb
Rig ht-of-Way
Miscellaneous
* Flagging and marking c
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
compensation for attendant survey work and no additional payment will be made. Payment for the
replacement of disturbed monuments and the filing of records of survey and/or corner records,
including filing fees, shall be incidental to the work necessitating the disturbance of said monuments
and no additional payment will be made therefore.
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 pertaining to the work that the Engineer may request. 1.
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 subcontractors
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 this 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 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
3-2 CHANGES INITIATED BY THE AGENCY.
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 the adjustment of contract unit
@ Revised 10/08/03 Contract No. 39721-2 Page 67 of 162 Pages
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 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 and 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 surcharge rates published therein are
not a part of this contract.
3-3.2.3 Markup, Delete sections 3-3.2.3 (a) and (b) and replace with the following:
(a) and shall constitute the markup for all overhead and profits:
1) Labor ................................... 15
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
compensation for bonding.
Work by Contractor. The following percentages shall be added to the Contractor's costs
(b) Work by Subcontractor. When all or any part of the extra work is performed by a
Subcontractor, the markup established in section 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 (5), 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 measurement or errors of
computation as to contract quantities. The written notice of potential claim for changed conditions
shall be submitted by the Contractor to the Engineer upon their discovery and 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 CPFA with a written document containing a description of the
particular circumstances giving rise to the potential claim, the reasons for which the Contractor
believes additional compensation may be due and nature of any and all costs involved within 20
Revised 10/08/03 Contract No. 39721-2 Page 68 of 162 Pages
working days of the date of service of the written notice of potential claim for changed conditions. Verbal notifications are disallowed. -
The potential claim shall include the following certification relative to the California False Claims Act,
Government Code Sections 12650-1 2655.
“The undersigned certifies that the above statements are made in full cognizance of the California
False Claims Act, Government Code sections 12650-1 2655. The undersigned further understands
and agrees that this potential claim, unless resolved, must be restated as a claim in response to the
CPFA’s proposed final estimate in order for it to be further considered.”
By: Title:
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.
It is the intention of this section that differences between the parties arising under and by virtue of
the contract be brought to the attention of the Engineer at the earliest possible time in order that
such 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 constitute 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 provisions specified hereinafter, the contractor shall
attempt to resolve all disputes informally through the following dispute resolution chain of command:
1. Construction Manager
2. City / CPFA Project Inspector
3. Deputy Public Works Director
4. City Engineer
5. Public Works Director
6. CPFA Manager or his authorized representative.
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 CPFA will, within 20 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 CPFA will provide its position within 20 working days of receipt of said additional
@ Revised 10108103 Contract No. 39721-2 Page 69 of 162 Pages
information or Contractor's presentation of its report. The Contractor may appeal each level's
position up to the CPFA Manager after which the Contractor may proceed under the provisions of
the Public Contract Code. c
The authority within the dispute resolution chain of command is limited to recommending a
resolution to a claim to the CPFA 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 in the Public Contract Code, Division 2, Part 3, Chapter 1, Article 1.5 (commencing with Section
201 04) which is set forth below:
ARTICLE 1.5 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
public agency when the public agency has elected to resolve any disputes pursuant to Article 7.1
(commencing with Section 10240) of Chapter I of Part 2.
(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
Regents of the University of California.
(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 otherwise entitled to, or (C) an amount the payment of which is disputed by the local
(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.
- agency.
*-
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
claims within 60 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 a Revised 10/08/03 Contract No. 39721-2 Page 70 of 162 Pages
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
copfer 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 Title I of the Government Code. For
purposes of those provisions, the running of the period of time within which a claim must be filed
shall be tolled from the time the claimant submits his or her written claim pursuant to subdivision (a)
until the time that claim is denied as a result of the meet and confer process, including any period of
time utilized by the meet and confer process.
(f) 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 1
(commencing with Section 900) and Chapter 2 (commencing with Section 910) of Part 3 of Division
3.6 of Title 1 of the Government Code.
-
20104.4. The following procedures are established for all civil actions filed to resolve claims subject
to this article:
(a) Within 60 days, but no earlier than 30 days, following the filing or responsive pleadings, the court
shall submit the matter to non-binding mediation unless waived by mutual stipulation of both parties.
The mediation process shall provide for the selection within 15 days by both parties of a -
disinterested third person as mediator, shall be commenced within 30 days of the submittal, and
shall be concluded within 15 days from the commencement of the mediation unless a time
requirement is extended upon a good cause showing to the court or by stipulation of both parties. If
the parties fail to 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 Procedure, any party who after receiving an arbitration award requests a trial de novo but does
not obtain a more favorable judgment shall, in addition to payment of costs and fees under that
chapter, 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.
4 20104.6. (a) No local agency shall fail to pay money as to any portion of a claim which is undisputed
except as otherwise provided in the contract.
@ Revised 10/08/03 Contract No. 39721-2 Page 71 of 162 Pages
(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. -
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, Title 8,
Industrial Relations, Chapter 4, Division of Industrial Safety, Subchapter 4, Construction Safety
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
manner of work and character of materials. Inspection or testing of the whole or any portion of the
work or materials incorporated in the work shall not relieve Contractor from any obligation to fulfill
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
cost of testing of locally produced materials and/or on-site workmanship where the results of such
tests meet or exceed the requirements indicated in the Standard Specifications and the
Supplemental Provisions. The cost of all other tests shall be borne by the Contractor.
At the option of the Engineer, the source of supply of each of the materials shall be approved by the
Engineer 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.
c
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 add the following: The Contractor is responsible for the satisfactory
performance of substituted items. If, in the sole opinion of the Engineer, the substitution is
determined to be unsatisfactory in performance, appearance, durability, compatibility with
associated items, availability of repair parts 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 AND STORAGE.
The Contractor shall order, purchase, transport, coordinate delivery, accept delivery, confirm the
quantity and quality received, prepare storage area(s), store, handle, protect, move, relocate,
-
e Revised 10/08/03 Contract No. 39721-2 Page 72 of 162 Pages
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(s) 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
5-1 LOCATION.
Delete the first paragraph and substitute 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,
size and/or location of utilities indicated on the Plans is not guaranteed.
5-4 RELOCATION.
--4
Add the following: In conformance with section 5-6 the Contractor shall coordinate the work with
utility agencies and companies. Prior to the installation of any and all utility structures within the
limits of work by any utility agency or company, or its contractor, the Contractor shall place all curb or
curb and gutter that is a part of the work and adjacent to the location where such utility structures
are shown on the plans and are noted as being located, relocated or are otherwise shown as
installed by others. In order to minimize delays to the Contractor caused by the failure of other
parties to relocate utilities that interfere with the construction, the Contractor, upon the Engineer’s
approval, may be permitted to temporarily omit the portion of work affected by the utility. If such
temporary omission is approved by the Engineer the Contractor shall place survey or other physical
control markers sufficient to locate the curb or curb and gutter to the satisfaction of the utility agency
or company. Such temporary omission shall be for the Contractor’s convenience and no additional
compensation will be allowed therefore or for additional work, materials or delay associated with the
temporary omission. 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: San Diego Gas & Electric (SGD&E) may remove the
power poles and provide the undergrounding work and relocations indicated on the plans for
SDG&E facilities. Telephone, cable television and all other franchise utilities, if any, may likewise
remove, relocate and provide work for their respective facilities located within the workzone or
impacted by the work. The Contractor shall coordinate all work with the appropriate utility company
and shall be responsible for payment of all fees and costs associated with removal, relocation or
replacement of utility facilities to include the cost of related permits, submittals, and design elements
required to complete the work indicated on the plans. -
e Revised 10/08/03 Contract No. 39721-2 Page 73 of 162 Pages
SECTION 6 -- PROSECUTION, PROGRESS AND
ACCEPTANCE OF THE WORK
6-1 CONSTRUCTION SCHEDULE AND COMMENCEMENT OF WORK.
Delete section 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 30 calendar days after receipt of the “Notice to Proceed”.
Add the following section:
6-1 .I Pre-Construction 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 .I2 Quality Assurance
Consultant shall retain a Consultant to provide CPM scheduling services, including planning,
evaluating, and reporting. The Consultant shall be a recognized specialist, acceptable to the Owner,
who is expert in the critical path methods (CPM) of scheduling and reporting.
1. In-House Options. The requirement to retain a Consultant may be waived if the Contractor can
demonstrate to the Owner’s satisfaction that it has the computer equipment required to produce
CPM network diagrams and it employs skilled personnel who are experienced in CPM
scheduling and reporting techniques.
-
2. The Consultant shall have computer facilities available that are capable of delivering detailed
network diagrams within 48 hours of request.
Contractor shall comply with procedures contained in “CPM in Construction - A Manual for General
Contractors” published by The Associated General Contractors of America, Inc. Where procedures
listed in this section are more stringent, comply with those procedures.
Add the following section:
6-1 .I .3 Definitions
Proposed Contract Schedule. The computer generated schedule of the Contractor’s plan for
developing and constructing the Work in the format required by the Specifications, submitted for acceptance by the Owner’s Representative.
Contract Schedule. The accepted version of the most recent update of the Proposed Contract
Schedule.
Preliminary Contract Schedule. The schedule to be submitted by the Contractor fourteen (14)
working days after the Notice to Proceed. This schedule will be used to monitor progress for the first
sixty (60) days of the Contract.
Cost Breakdown. Itemized table of costs, based on the most recent updated contract schedule, in
the format required by the Owner, to be used as a basis for determining the cost of Work performed
F
Revised 10/08/03 Contract No. 39721-2 Page 74 of 162 Pages
for Contractor’s Application for Payment.
Days. Working days.
Rolling Schedule. Two (2) week window schedule project for Work to be performed during the
following weeks beyond the week it is presented at the Weekly Construction Meetings, based on the
Contract Schedule to provide additional detail to the Owner’s Representative.
Add the following section:
6-1 .I .4 Preparation of Contract Schedule
Contractor will submit the Preliminary Contract Schedule within fourteen (14) days after the Notice to
Proceed.
Within twenty (20) working days after Notice to Proceed is issued, Contractor will submit the
Proposed Contract Schedule.
Within five (5) working days after receipt of the Proposed Contract Schedule, the Owner’s
Representative will review the Proposed Contract Schedule and provide comments and suggested
changes and revisions.
Within five (5) working days after receipt of Owner’s Representative’s comments, Contractor shall
resubmit Proposed Contract Schedule, after incorporating the necessary changes and revisions.
Within five (5) working days after receipt of revised Proposed Contract Schedule, the Owner’s
Representative will reject or accept Contractor’s Proposed Contract Schedule as the Contract
Schedule. The Contract Schedule will then be used to monitor the Work. In case or rejection,
Contractor must resubmit.
No payments will be made to the Contractor until the Contract Schedule has been accepted.
Add the following section:
6-1 .I .5 Activities
Contractor shall identify all Work activities in proper sequence for the completion of the Work. Work
activities shall include, but are not limited to, the following:
-
I.
2.
3.
4.
5.
Major Contractor-furnished equipment, materials and building elements, and schedule activities
requiring submittals or prior approval.
Show dates for the submission, review and approval of each submittal corresponding to the
submittal schedule. Dates shall be shown for the procurement, fabrication, delivery and
installation of major equipment, materials and building elements, and for scheduled activities
designated by Owner.
System test dates.
Scheduled overtime WoMservice interruption.
Dates Contractor requests designated working spaces, storage areas, access and other facilities
to be provided by Owner.
Dates Contractor requests orders and decisions from Owner on designated items. 4
Revised 10/08/03 Contract No. 39721-2 Page 75 of 162 Pages
6. Dates Contractor requests delivery and installation of Owner-furnished equipment.
7. Dates Contractor requests Owner-furnished utilities. r-
8. Connection and relocation of existing facilities.
Contractor shall identify all Work activities that constitute the critical path.
The presentation of each Work activity on the Contract Schedule shall include a brief description of
the Work activity, the duration of the Work in calendar days and man days, and a responsibility code
identifying the organization or trades performing the Work activity. Non-construction activities, such
as procurement, may have longer durations.
Activity Codes shall be used for grouping and sorting capabilities. At a minimum, each activity
should have the following activity code assignments:
1. Responsibility Code. Corresponding to the Subcontractor responsible for performing the Work.
2. Specification Code. Identify which Specification Division applies to the description of Work.
3. Location Code. Identify a general location on the Site where the activity will be performed (i.e.,
Site, Building Shell, Building Interior).
4. Area Code. Identify a specific area where the activity will be performed (Le., Mechanical Yard,
West Parking Lot, or 1'' Floor, 2"d Floor, Auditorium, etc.).
Add the following section:
6-1 .I .6 Format for Contract Schedule
Use "Suretrak 2.0 for Windows Project Planner software.
-
Contract Schedule shall be a time-scaled, cost-loaded Critical Path Method (CPM) diagram in
precedence or activity on arrow format.
No activity on the schedule shall have duration longer than ten (10) working days. Fabrication and
procurement activities, as well as submittals and review of submittals, may have longer duration if
acceptable to the Owner's Representative.
Provide sufficient detail to describe Contractor's plan of construction for completing the Contract
Work within the specified time period, to the satisfaction of the Owner's Representative.
Include milestone activities showing the point of Substantial Completion and completion for each
stage of the Work.
Show dependencies (or relationships) and logic between activities so that the effect of progress (or
lack of progress) on related activities and the overall schedule can be monitored.
An activity for "mobilization" is required which includes preparatory work and operations, including,
but not limited to, those necessary for movement of personnel, equipment, supplies and incidentals
to the Project Site, for establishment of all offices, buildings and other facilities necessary for work on
the Project, and for all other work and operations which must be performed or costs incurred prior to
beginning work on the various items on the Project Site.
F- Submit a procurement log as part of the Contract Schedule. This procurement log shall, at a
minimum, include the following information for each type of material or equipment provided under
9 Revised 10/08/03 Contract No. 39721-2 Page 76 of 162 Pages
this contract.
-\. I.
2.
3.
4.
5.
6.
7.
a.
9.
Material or equipment description.
Technical Specification reference.
Dates that submittals will be issued to the Owner's Representative.
Duration in days required for preparation of submittals.
Duration in days required for fabrication and delivery.
Cross-reference to all activities on Contract Schedule which will be constrained by delivery date
of the material or equipment item.
Total cost of invoices to be submitted for payment on delivery of each procurement item.
Scheduled delivery dates.
Supplier/Fabricator's name, address and telephone number.
Activities on Contract Schedule that are dependent on submittal acceptance and/or material delivery
shall not be scheduled to start earlier than the expected acceptance or delivery dates.
Total cost of performing each activity (labor, material and major equipment) shall be shown on the
schedule.
On-site production activity duration shall be the total of the actual days required to perform that
activity. Do not include non-production time.
I
Include completion of the Work in advance of the date established for Substantial Completion. See
required Schedule times below and requirements of Project Close-Out.
Use one working day as the unit of time.
Schedule all work to show completion of the Work in advance of the date established for Substantial
Completion. Include sufficient and reasonable time for cleanup and Punch List before completion of
the Contract.
Add the following section:
6-1 .I .7 Computer Scheduling Reports
Contractor shall provide a computer diskette containing the complete "Suretrak" project data for all
schedules submitted and updates. Provide two (2) copies of generated reports of the Contract
Schedule as updated each month. Report shall include the following:
1. Schedule Logic Report. This report lists all the activities, their early/late and actual start and
finish dates, duration, float and sort by activity identification.
2. Value Summaries. Prepare two (2) cumulative value listings, sorted by finish dates, with
graphical cash flow values showing monthly position of actual payments requests.
a. In first listing, tabulate the following:
1) Activity number.
@ Revised 10108/03 Contract No. 39721-2 Page 77 of 162 Pages
2) Early finish date.
3) Dollar value.
4) Cumulative dollar value.
b. In the second listing, tabulate the following:
1) Activity number.
2) Late finish date.
3) Dollar value.
4) Cumulative value.
c. In subsequent issues of both listings, substitute actual finish dates for activities completed as
of date of listing.
d. Prepare listing for ease of comparison with payment requests; coordinate timing with
Progress Meetings.
e. In both value summary listings, tabulate “actual % complete,” and “cumulative value
completed” with total at bottom.
f. Submit value summary printouts following each regularly scheduled progress meeting.
3. Network Plots. Time-scaled network diagram showing all activities and their relationships. Group
the activities by: 1) location and 2) area. Sort by Early Start. Provide two color plots on 24” x
36”, or larger sheets of opaque bond paper. Utilize as many sheets as necessary to display the
entire construction period. The size of the text and the bars should be sufficient to read from a
distance of two feet. -
Besides the reports referred to above, provide the following two (2) tabular reports:
1. Activities by Early Start. Group the Activities by 1) Location and 2) Area.
2. Activities with scheduled start days within the next thirty (30) days. Group the activities by 1)
Location and 2) Area. Sort by Early Start.
Schedule Cost Loading:
1. , In addition to the above network requirements, the Contractor shall furnish cost estimates for each activity which cumulatively equals the total Contract cost. Mobilization costs are to be
shown separately; however, other costs, i.e., profit, insurance and bond shall be prorated
throughout all activities.
2. If provided by the Owner’s Representative, the Contractor agrees to use the CosffActivity Codes
provided. The Contractor agrees to assign these codes and allocate costs to the schedule activities.
3. Unless otherwise required to use the Owner’s Representative’s CosffActivity Codes, the
Contractor shall use the Construction Specification Institute (CSI) Broadscope Codes. The CSI
Broadscope Codes are the first five (5) numbers listed on the CSI document MPS-I (Masterfor- mat) 1983 edition. The Contractor shall use an 8-digit cost code in order to obtain more detail if
necessary to provide more specific and pertinent breakdown of the Project. -
Revised 10108/03 Contract No. 39721-2 Page 78 of 162 Pages
4. Codes shall be of sufficient level of detail to enable allocation of one code cost to a schedule
activity and to enable monitoring to the costs of unit operations, discrete work packages, trade
groupings, etc.., as may be approved by the Owner’s Representative.
Prepare and submit samples of schedules listed above as part of initial submission of proposed
Contract Schedule.
Add the following section:
6-1 .I .8 Preliminary Contract Schedule Submittal
CPM Network Diagram. Contractor shall submit a detailed CPM schedule for the first sixty (60) days and summary for the rest of the project.
1. Include a skeleton diagram for the remainder of the Work with the preliminary diagram, indicating
probable critical paths.
2. Show each significant construction activity, including, but not limited to:
a. All Shop Drawings.
b. Agency Approvals. c. Site preparation completion.
d. Underground utility shutdowns.
e. Underground utility completion.
f. Mockup construction and review.
g. Foundation completion.
h. Rough grading completion
i. Frame completion.
j. Shell completion. k. Utility connections.
I. Site work completion.
m. Punch list preparation.
n. All holidays and non-working days.
3. Pay particular attention to the following critical activities, including but not limited to:
a. Submittals.
b. Utility connections.
c. Utility construction.
d. Mockups.
4. Cash Requirement Prediction. Include a preliminary cash requirement prediction based on all
indicated activities.
5. Tabulation of Submittals. Include a tabulation by date of submittals required during the first
ninety (90) days of construction. List those required to maintain orderly progress of the Work,
and those required early because of long lead time for manufacture or fabrication.
6. Distribution. Distribute the Preliminary Contract Schedule to all parties that need to know about
construction activities that are scheduled early, including the Owner and Owner’s Representa-
tive.
The Preliminary Contract Schedule shall be a feasible, workable and reasonable schedule for the
Work, and will serve as the basis for development of the accepted Contract Schedule.
e Revised 10/08/03 Contract No. 39721-2 Page 79 of 162 Pages
-.
Add the following:
6-1 .I .9 Contract Schedule
Immediately following the Notice to Proceed, proceed with the preparation of a network diagram for
the CPM Contract Schedule.
-c-
1. Follow the steps necessary to complete development of the network diagram in sufficient times
so that the Contract Schedule can be submitted and accepted for use no later than the time
previously specified.
2. Conduct educational workshops to train and inform key Project personnel, including
subcontractors’ personnel, in proper methods of providing data and using Contract schedule
information.
3. Establish procedures for monitoring and updating the Contract Schedule and for reporting
progress; coordinate procedures with progress meeting and payment request dates.
Submittal and Distribution. Submit the initial issue of the tabulations and network for acceptance.
When authorized, distribute copies to the Owner’s Representative two (2) copies, principal
subcontractors and suppliers or fabricators, and others identified by the Contractor with a need-to-
know schedule responsibly.
1. Post copies in the Project meeting rooms and field office.
2. When revisions are made, distribute update schedules to the same parties and post in the same
locations. Delete parties from distribution when they have completed their assigned portion of
the Work and are no longer involved in performance of construction activities.
3. Submit copies of each computer-produced report (listing) in duplicate to Owner’s Representative.
-
Add the following section:
6-1 .I .I 0 Monthly Updates and Progress Payments
Review the Contract Schedule with Owner’s Representative once a week to incorporate in the
Contract Schedule all changes in the progress, sequences, and Scope of Work activities.
Prepare and submit to Owner’s Representative an updated Contract Schedule once each month.
1.
2.
3.
4.
5.
6.
e-
7.
Contract’s estimated percentage complete for each activity in progress.
Actual start/finish dates for all activities shown on initial Contract Schedule with all subsequent
approved additions.
List of materials and/or equipment delivered for which Contractor is requesting payment and
original invoice verifying cost.
Identification of processing errors, if any, on the previous update reports.
Revisions, if any, to the assumed activity durations including revisions for weather impact for any
activities due to effect of previous update on the schedule.
Network window of all proposed change orders issued during the update period concerning float
time.
Resolution of conflict between actual work progress and schedule logic. When out of sequence
Revised 10/08/03 Contract No. 39721-2 Page 80 of 162 Pages
8.
9.
activities develop because of actual construction progress, Contractor shall submit revisions to
schedule logic to conform to current job status and directions, without changing original activity
identification.
-
A narrative report with the updated progress analysis, which shall include, but not be limited to, a
description of problem areas, current and anticipated delaying factors and their impact, and an
explanation of all corrective action such as modifications to original durations, increased
remaining durations and logic changes. The Owner’s Representative will be using software (Le.,
Claim Digger) to identify all corrective changes made to the schedule updates. A schedule
update may be rejected by the Owner if the narrative report fails to identify and explain all
corrective action.
The updated contract schedule shall accurately represent the as-built condition of all completed
Work and percentage remaining of all in-progress Work activities as of the date of the updated
Contract Schedule.
IO. The updated Contract Schedule shall incorporate all changes mutually agreed upon by
Contractor and Owner during preceding periodic reviews, all changes resulting from Change
Orders and Field Orders, and all remaining days of the inclement weather allowance.
11. Contractor shall perform the Work in accordance with updated Contract Schedule, Contractor
may change the Contract Schedule to modify the order or sequence of accomplishing the Work
only with prior agreement by Owner.
12. Under no circumstances shall an Activity Identification be changed. The Activity Identification for
an activity established in the original Contract Schedule must remain unchanged. -
Contractor shall submit the updated Contract Schedule, in the form acceptable to Owner’s
Representative, at least five (5) days prior to submitting the Application for Payment Form.
Owner’s Representative will determine acceptability of the updated Contract Schedule within seven
(7) days after its receipt.
No application for Payment will be processed nor shall any progress payments become due until
updated Contract Schedules are accepted by Owner’s Representative.
The accepted, updated Contract Schedule shall be the Contract Schedule of record for the period it
is current and shall be the basis for payment during that period.
Progress payments shall be made based on the update of the Contract Schedule. Payment for
amount of work completed in the current progress payment period shall be the sum of the activity
cost multiplied by the percentage of work completed for each activity in progress minus previous
payments, less retainage. Request for payment for accepted materials delivered shall be limited to
the invoice value of materials or equipment shown on the Contractor’s procurement log, less
retainage. Payment may be made for materials which the Contractor stores off-site when materials
are stored and insured in a manner acceptable to the Owner’s Representative.
No payment shall be made for materials or equipment which do not have accepted submittals. If
material or equipment is not identified with a cost in the procurement log, it is the responsibility of the
Contractor to submit necessary adjustments to the Contract Schedule. Incorporation of such
revisions to the computerized version of the Contract Schedule and payments on such requests are
at the discretion and acceptance of the Owner’s Representative.
-
Revised 10/08/03 Contract No. 39721-2 Page 81 of 162 Pages
r_ Payments may be made on an activity progressing ahead of its logical sequence after such conflict
between logic and actual work progress is resolved by the Contractor.
Agreed upon update data shall be processed by Contractor within five (5) days. Two (2) copies of
computer-generated update reports will be furnished to the Owner's Representative for processing
with application for payment.
Due to the fact that the Contract Schedule may be accepted by the time the first Application for
Payment is submitted, Contractor shall be responsible for providing cost information for activities for
which progress payment is requested. It is also the responsibility of the Contractor to reconcile such
cost information and payments with the cost loaded Contract Schedule. However, no payment shall
be approved after forty-five (45) calendar days after official contract start date given in Notice to
Proceed, until the Contract Schedule ahs been accepted by the Owner's Representative.
A computer diskette (3.5") containing the complete "Suretrak" data for the Contract Schedule update
and two (2) hard copies of computer-generated reports will be furnished to the Owner's
Representative for processing with application for payment.
Add the following section:
6-1 .l.ll Schedule Revisions
Within the first three (3) days of the following week, Contractor shall submit to Owner's
Representative any proposed schedule revisions to the Contract.
1. Revision, if any, to the assumed activity durations including revisions for weather impact for any
activities due to effect of previous update on the Schedule. c
2. Network window of all proposed Change Orders issued during the update period showing time
impact.
3. Resolution of conflict between actual work progress and schedule logic. When out of sequence
activities develop because of actual construction progress, Contractor shall submit revisions to
schedule logic to conform to current job status and directions, without changing original activity
identification.
4. , A narrative report with the updated progress analysis, which shall include, but not be limited to, a
description of problem areas. Current and anticipated delaying factors and their impact and
explanation of corrective action taken and any proposed revisions for a recovery plan.
Within seven (7) days after receipt of the Schedule of Revisions, the Owner's Representative will
review the proposed Schedule revisions and provide comments, suggested changes, and revisions.
Schedule revisions submitted by Contractor, upon acceptance by the Owner's Representative, shall
be incorporated into the Contract Schedule during the next update.
Add the following section:
6-1 .I .I2 Recovery Plan
If Contractor is behind schedule by more than ten (IO) working days for any stage of Work, based on
the updated Contract Schedule after incorporating all approved time extensions, Contractor shall
submit to the Owner's Representative within five (5) working days of notification of such delay, a
"recovery plan." The recovery plan shall be based on proposed revisions to Contract Schedule for
the next thirty (30) working days period and shall show how Contractor intends to bring the work
e Revised 10/08/03 Contract No. 39721-2 Page 82 of 162 Pages
back on schedule. Recovery plan shall also include a written description of how the measures that
Contractor intends to take without additional cost to the Owner to regain schedule compliance. The
recovery plan activities shall be identified according to their relationship to activities on the accepted
schedule.
-
Should Contractor fail to submit and execute such recovery plan, the Owner shall have the option to
direct Contractor to employ any or all measures that the Owner may deem fit to regain schedule
compliance without additional cost to the Owner.
Recovery plan submitted by Contractor, upon acceptance by the Owner’s Representative, shall be
incorporated into the Contract Schedule during the next update.
Contractor will be required to submit a recovery plan for each update that indicated that the Work
progress is more than ten (10) working days behind schedule.
Should Contractor dispute the determination of the Owner’s Representative regarding the status on
contract delay, such dispute shall not relieve him/her of the responsibility to comply with the
requirements of this Section and other related Sections until the dispute is resolved per Contract
terms.
Add the following section:
6-1 .I .I3 Two-Week Detailed Schedules
Prepare detailed two-week schedule projections for work to be performed during the following weeks
beyond the week it is presented at the weekly construction meeting or at the request of the Owner’s
Representative during the construction period.
Two-week schedule projections shall cover a fourteen (14) calendar day period beginning with the
date the rolling schedule is submitted. The two-week schedule shall also include as as-built
schedule of activities performed during the prior week.
-
Use the Contract Schedule as the basis for generating the rolling schedule.
Submit six (6) copies of the schedule within two (2) days after the request is received.
Format shall be a time-scaled logic diagram with tabular information including: Activity Identification,
Description, Remaining Duration, Early Start and Finish, and Actual Start and Finish.
Provide information for each significant construction activity, with special care taken to describe
scheduling and coordination with other contracts and Work by the Owner.
Add the following section:
6-1 .I .I4 Adjustment of Times for Completion
In addition to the provisions of the General Conditions, the time for completion of the Work will be
adjusted in accordance with these procedures.
Any request for an adjustment of the Contract Time for completion submitted by Contractor for
changes or alleged delays shall be accompanied by a complete Time Impact Analysis, which shall
be submitted for review with the request by Contractor. Time extensions will not be granted unless
substantiated by the Contract Schedule, and then not until the CPM Project float time becomes zero
for the impacted sequence of activities.
--4 Each Time Impact Analysis shall provide information justifying the request and stating the extent of
the adjustment requested for each specific change or alleged delay. Each Time Impact Analysis
Revised 10108/03 Contract No. 39721-2 Page 83 of 162 Pages
shall be, in form and content, acceptable to Owner’s Representative, and shall include, but not be
limited to, the following:
1. A fragmentary CPM type network (Fragnet) illustrating how Contractor proposes to incorporate
the change or alleged delay into the current updated Project Schedule.
P
2. Identification of activities in the current updated Project Schedule which are proposed to be
amended due to change or alleged delay, together with engineering estimates and other
appropriate data justifying the proposal.
The Time Impact Analysis shall be determined on the basis of the date(s) when the change@) were
issued, or the date@) when the alleged delay@) began. The status of the construction project and
Time Impact Analysis shall include event time computations for all affected activities.
Owner’s Representative may require that Time Impact Analysis be provided in order to demonstrate
the time impact upon the overall Project and the time for completion, at no additional cost to the
Owner.
If Owner’s Representative finds after review of the Time Impact Analysis that Contractor is entitled to
any extension of time for completion, the time for completion will be adjusted accordingly by Owner’s
Representative, and Contractor shall then revise the Contract Schedule accordingly.
The Contract Schedule will be used in the calculation of liquidated damages or Compensable delay
for each day of delay after the contract completion date, as adjusted, until the Work is accepted.
When Contractor is behind schedule by more than ten (IO) working days beyond adjusted contract
completion date@) after incorporating all approved time extensions, requested schedule revisions
shall be limited to activities scheduled for the next sixty (60) calendar day period immediately
following the update that indicated the delay (refer to Recovery Plan).
c
When the Owner’s Representative initiates changes by proposed Change Order which have the
potential to impact stipulated contract completion dates for each phase, a network window shall be
prepared by Contractor to reflect the impact of said changes. After network window has been
mutually agreed upon, and Contractor is authorized to proceed with proposed Change Order, it will
be incorporated into Contract Schedule. Time extensions for contracts will be considered only to the
extent that there is insufficient remaining float to absorb these changes.
Add the following section:
6-1 .I .I 5 Required Schedule Times
A. Schedule ten working days following accepted request for final inspection for the Owner’s
Representative to prepare the list of items to be corrected.
B. Submittals:
1) Schedule days for review of submittals. Complex submittals (i.e. structural steel) will be
broken down into lots which will facilitate a timely review. Failure of the Contractor to break
down submittals will be cause for rejection.
2) The CPM must include activities for submitting, approving, and delivering all items for which
a submittal is required.
3) The Shop Drawings submission process shall be phased to ensure that shop drawings are
submitted in order of their criticality to the construction process. A phased system which
staggers the submittal (by “start no earlier than” dates) in a number of waves shall be im-
plemented.
c
@ Revised 10/08/03 Contract No. 39721-2 Page 84 of 162 Pages
Add the following section:
6-1.1.1 6 Inclement Weather
Inclement Weather Allowance.
weather, nor shall any time for
any activities.
Excusable (Non-Compensable)
The Contract Schedule shall contain no' allowance for inclement
impacts from inclement weather be allowed within the durations of
Delay. Delays in the construction due to inclement weather will be
construed as excusable delay only for the days in which the inclement weather substantially caused
delay in the overall progress of the Project by affecting Critical Work Activities.
Contractor shall submit a written claim for each delay due to inclement weather within five (5)
calendar days from the day of inclement weather. Contractor shall document the date and the
nature of the inclement weather, the specific trade@) in which the inclement weather caused delay,
and the task or operation in each trade that was delayed.
The Owner's Representative will review the claim and the written documentation submitted by the
Contractor and compare with the Contract Schedule. If the Owner's Representative finds that the
inclement weather did substantially cause delay in the overall progress of the Project, the deal will
be deemed an Excusable Delay.
If the Contractor fails to submit claim and documentation within the stipulated time, the inclement
weather shall be construed to cause no delay in the construction.
Add the following section:
6-1.1 .17 Float Time
Float time or slack time is defined as the amount of time between the earliest start date and the
latest start date or between the earliest finish date and the latest finish date of activities on Contract
Schedule and computerized version of Contract Schedule. Contractor acknowledges and agrees
that actual delays affecting paths of activities containing float time will not have any effect upon
contract completion items providing that the actual delay does not exceed the float time, per the
latest updated version of Contract Schedule.
--r.
While the Contractor may schedule completion of the Project earlier than the date established by the
Contract Documents, no additional compensation shall become due to the Contractor for the use of
float time between the Contractor's projected early completion date and the completion date
established by the Contract Documents.
Add the following section:
6-1 .1.18 Default
Failure of Contractor to substantially comply with the requirements of this Section shall constitute
reason that Contractor is failing to prosecute the Work with such diligence as will ensure its
completion within the Contract time and shall be considered defective work, and Owner reserves its
rights under the General Conditions to remedy the Work product.
Add the following section:
6-1 .1.19 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. Acceptance of the final schedule update is required for completion
of the Project and release of any and all funds retained.
Add the following section:
I
e Revised 10/08/03 Contract No. 39721-2 Page 85 of 162 Pages
6-1 .I .20 Daily Reports
The Contractor shall provide, no less frequently than a weekly basis, Daily Reports which accurately
describe site activities in a detailed and legible fashion. A report should be prepared and submitted
for each day the Contractor, or any of its subcontractors is on site performing work. A Daily Report
shall also be prepared and submitted for each day that work could not be performed due to the
effects of inclement weather or for reasons other than a non-work period as described as in the
Contract Documents. The reports shall include at a minimum the following information.
-
1. Weather conditions.
2. Equipment.
3. MaterialslEquipment Deliveries.
4. General Contractor:
a. Number of personnel.
b. By labor classification.
c. Hours worked if other than 8 hours.
5. Subcontractors:
a. Number of personnel.
b. By labor classification.
c. Hours worked if other than 8 hours.
6. Visitors: Owner, Owner Vendors, Consultants, etc.
7. Inspections: CPFA and Special Inspections.
8. Provide a general description of the daily activities. .Indicate location and areas where the Work
was performed. Include comments that will help to describe the day’s events.
9. Contract Schedule Activities. List the Activity Description and Identification of activities
performed during the day.
IO. Schedule Impacts. List all impacts causing a delay to activities that would otherwise be
scheduled to proceed. List the Activity Identification of the activities being impacted.
If the Contractor fails to submit the Daily Reports in the format and the time frame specified, the
Owner may withhold progress payments until such time the reports are made current and correct.
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 excavation, grading,
improvements, and construction of the Carlsbad Munkipal Golf Course and appurtenances.
Add the following section:
6-2.2 Carlsbad Municipal Golf Course Construction Phasing
6-2.2.1 Phase 1. Phase I consists of excavation and grading of golf hole numbers 2 through 7, both
industrial pads fronting of College Boulevard, bridge abutments on both sides of College Boulevard, water feature and pool areas, and complete maintenance facility including building pad.
6-2.2.2 Phase II. Phase II consists of rough grading of the clubhouse building pad, parking lot
area, and adjacent pad to the northwest of the clubhouse. L.
6-2.2.3 Phase 111. Phase 111 consists of grading of holes 1, 9, 8, 18 and the driving range.
Contract No. 39721-2 Page 86 of 162 Pages Revised 10/08/03
6-2.2.4 Phase IV. Phase IV consists of performing the remainder of the work not completed in the
previous phases.
-
Add the following section: 6-2.2.5 Weekend Work. Saturday work shall be allowed outside street right-of-way on Saturdays when approved by the Engineer. No Sunday work shall be allowed. Hours of work shall be between
7:OO a.m. and 4:OO p.m.
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
Representative or any other employee or subcontractor or subcontractor's employee at these
meetings will be made.
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) therefore.
\J 6-7 TIME OF COMPLETION. Add the following: The Contractor shall diligently prosecute the work
to completion from 3/01/2006 to 3/01/2007 as specified in the Notice to Proceed (12 months
starting on 3/1/2006 or sooner). Rain days will be considered.
-.
Mobilization, temporary site utilities, office setup, fencing, and other pre-construction activities will
be allowed prior to 03/01/06 in coordination with CPFA's Notice to Proceed and approved by the
Engineer.
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. Night-time work will be required for any transportation of earthwork across College Boulevard between 8:OO p.m. and 4:OO a.m. upon Engineet's approval. Saturday work may be allowed outside the street right-of-way
upon Engineer's approval. The Engineer may approve work outside the hours and/or days stated
herein when, in hidher sole opinion, such work conducted by the Contractor is beneficial to the best
interests of the Agency. The Contractor shall pay the inspection and construction management
premium cost of such work. The premium cost for overtime work shall be back charged to the Contractor at a rate of $200 per hour, with a four (4) hour minimum on Saturdays and holidays. .-
@ Revised 10/08/03 Contract No. 39721-2 Page 87 of 162 Pages
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.
&-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 time specified for completion of Work, as adjusted in accordance with 6-6, the Contractor shall pay the Agency, or have withheld monies due it, the sum of two thousand five dollars ($2,500.00).
Execution of the Contract shall constitute agreement by the Agency and Contractor that Two
thousand Five hundred dollars ($2,500.00) 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 constitute a waiver of this paragraph or of any damages.
-
6-1 1 SITE OBSERVATION VISITS.
Observations herein specified shall be made by the owner‘s representative and contractor. The
contractor shall request site observations 48 hours minimum in advance of the time observation is
required.
Site observations shall be required for, but not limited to, the following parts of the work (completed
portions of work shall be combined for single observation visit whenever possible):
I) For review of paving and site furnishings samples.
2) For review and tagging of trees.
3) For review and approval of layout of concrete form work.
4) Irrigation mainline pressure and sprinkler coverage tests. (Refer to Section 308-5.6 tests, cross- connection tests for detailed inspections).
5) Incorporation of soil conditioner and fertilizer into the soil and upon completion of fine grading prior to planting.
,rc 6) Upon delivery of plant materials to the project site.
@ Revised 10108/03 Contract No. 39721-2 Page 88 of 162 Pages
7) When trees and shrubs are spotted in place for planting, but before planting holes are excavated.
8) Prior to hydroseeding operation, when all hydroseed materials are on site but have not been loaded into tank.
1
9) When all specified work, except the maintenance period has been completed. Acceptance and written approval of completed work shall establish the beginning of the maintenance and plant establishment period.
10) At the completion of the maintenance and plant establishment period. This final site observation
visit shall establish the beginning date for the plant material guarantee period.
SECTION 7 -- RESPONSIBILITIES of the CONTRACTOR
7-3 LIABILITY INSURANCE.
Modify as follows: 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.
7-4 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. I
7-5 PERMITS.
Delete the first sentence and add the following four sentences: Except as specified herein the
Contractor will obtain, at no cost to the Contractor all CPFA encroachment, right-of-way, grading and
building permits necessary to perform work for this contract on Agency property, streets, or other
rights-of-way. Contractor shall not begin work until all permits incidental to the work are obtained.
The Contractor shall obtain and pay for all permits for the disposal of all materials removed from the
project. The cost of said permit(s) shall be included in the price bid for the appropriate bid item and
no additional compensation will be allowed therefore.
Add the following section:
7-5.1 Resource Agency Permits. Resource agency permits for the Work are referenced in
Appendix ‘A’ of these supplemental provisions. Resource agency permits pertaining to this project
include:
1. California Coastal Commission NO1 No. A-6-CII-00-087 issued on 4/28/05.
2. California Dept. of Fish and Game Permit No. 2835-2004-001-05 issued on 11/12/2004.
3. State Water Resources Control Board NO1 No. 9 378318017 issued on 5/09/2002.
4. United States Army Corps of Engineers Perrnit No. 972020600 issued on 01/05/2005.
5. United States Fish and Wildlife Service Permit No. and date (see item 6).
6. City-wide Habitat Maintenance Plan Permit No. TE022606-0 issued on 12/06/2004.
7-7 COOPERATION AND COLLATERAL WORK.
Add the following section:
7-7.1 Coordination. The Contractor shall coordinate and cooperate with all the utility companies
Revised 10/08/03 Contract No. 39721-2 Page 89 of 162 Pages
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. P
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
cleanup and dust control that, in hidher sole discretion, are necessary to preserve the health, safety
and welfare of the public. Cleanup and dust control shall be considered incidental to the items of
work that they are associated with and no additional payment will be made therefore.
7-8.5 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. 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 therefore. Said costs shall be considered incidental to the items of work that they are
associated with and no additional payment will be made therefore.
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 in accordance with the California State Water Resources Control Board Order (SWRCB) Order Number 99-08-
DWQ, National Pollutant Discharge Elimination System (NPDES) General Permit Number - CAS000002, and the "Water Discharge Requirement for Discharges of Storm Water Runoff
Associated with Construction Activity." The Contractor will exercise particular care in critical
drainage swale areas to maintain positive drainage. Tolerance of all drainage swales and top of lake
banks are to plus or minus 0.1 foot.
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 CPFA Noise
Control Ordinance, Carlsbad Municipal Code Chapter 8.48.
Add the following section: 7-8.9 Protection of Environmentally Sensitive Areas. The Contractor shall take all necessary precautions to prevent any damage to environmentally sensitive area, trees, foliage, plant material, and to the OWNERS property existing outside the area to be cleared.
7-10 PUBLIC CONVENIENCE AND SAFETY
7-10.1 .I Construction Across College Boulevard. The Contractor shall notify the Police and Fire Department one week prior to crossing College Boulevard. Contractor shall remove detour signage for the crossing of College Boulevard at the end of the shift daily. Contractor shall protect structural integrity of existing asphalt concrete with College Boulevard during all earthmoving and other
construction operations. This protection shall include placement of steel plates of sufficient
thickness and number within College Boulevard to protect any and all areas within which
construction operations may occur and construction vehicles may travel. An appropriate cold mix
shall be placed at the edges of the steel plates to provide a smooth transition for the traveling public. The Contractor shall water down the steel plates at the end of each shift to keep clean. The downstream curb inlets shall be sandbagged to keep dirt out of the storm drain system. Contractor
shall remove curb, gutter, and sidewalk along College Boulevard as necessary to allow vehicles to
,e-
@ Revised 10/08/03 Contract No. 39721-2 Page 90 of 162 Pages
cross College Boulevard for earthmoving and grading operations. Upon completion of earthmoving operations, the Contractor shall be responsible for replacement of the curb, gutter, and sidewalk in kind. Steel plates and appurtenant materials shall be removed upon completion of earthmoving activities. Any damage to the median islands, curb, sidewalk, and appurtenant items shall be marked by the Engineer and replaced in-kind at no additional compensation. Contractor shall repair
any damaged pavement sections as directed by the Engineer, at no additional compensation.
7-10.3 Street Closures, Detours, Barricades. Modify the second paragraph as follows: After
obtaining the Engineers approval and at least 5 working days before closing, detouring, partially
closing or reopening any street, alley or other public thoroughfare the Contractor shall notify the
following:
1 ) The Engineer.. ....................................................................... (760) 602-2720
2) Carlsbad Fire Department Dispatch ............................................... (760) 931-21 97
3) Carlsbad Police Department Dispatch ............................................ (760) 931 -21 97
4) Carlsbad Traffic Signals Maintenance ............................................ (760) 438-2980 X-2937
5) Carlsbad Traffic Signals Operations.. ........................................ (760) 602-2752
6) North County Transit District.. .................................................... (760) 967-2828
7) Waste Management ....................................................................... (760) 929-9400
-
The Contractor shall comply with their requirements. The Contractor shall obtain the Engineer‘s
written approval prior to deviating from the requirements of 2) through, and including, 7) above. The Contractor shall obtain the written approval no less than five working days prior to placing any traffic
control that affects bus stops. Contractor shall execute the approval traffic control plans for
nighttime crossings of College Boulevard. The Contractor shall prepare traffic control plans and
receive written approvals prior to executing traffic control for all other activity as required by the CPFA.
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
214-5.1 .et seq. All temporary reflective channelizers 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 21 0-1.6for materials and section 31 0-5 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 warll 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
portable signs. Portable signs shall be removed from the traveled way and shielded from the view of
the traveling public during non-working hours. During the hours of darkness, as defined in Division
1, 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
affixed 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
-4
--.
@ Revised 10108103 Contract No. 39721-2 Page 91 of 162 Pages
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 not less than
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 signpost or
telescoping flag tree with flags. The signpost or flag tree shall be placed where directed by the
Engineer.
-
Add the following section:
7-1 0.3.2 Maintaining Traffic. The Contractor’s personnel shall not work closer than (insert
minimum acceptable lateral safety buffer distance, e.g. 1.8 m (6’)), nor operate equipment within
0.6 m (2’) from any traffic land occupied by traffic. For equipment the than (insert minimum
acceptable shy distance, e.g. 0.6 m (2’)) shall be measured from the closest approach of any part of
the equipment as it is operated and/or maneuvered in performing the work. This requirement may be waived when the Engineer has 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,
not less than (insert appropriate minimum lane widths, e.g. 3.6m (12’)) wide, shall be open for use by
the public traffic in each direction of travel.
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
“Traffic Manual”, 2003 edition 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
system, except portable delineators placed along open trenches or excavation adjacent to the
traveled way, shall be removed from the traveled way and shoulder at the end work period. If 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
operations, traffic shall be controlled with lane closures, as provided for under “Traffic Control
System for Lane Closure” of these Supplemental Provisions or by use of an alternative traffic control
plan proposed by the Contractor and approved by the Engineer. The Contractor shall not start traffic striping operations using an alternative plan until the Contractor has submitted its plan to the
Engineer and has received the Engineer‘s written approval of said plan.
Add the following section:
7-1 0.3.5 Temporary Pavement Delineation. Temporary pavement delineation shall be furnished,
placed, maintained and removed in accordance with the minimum standards specified in Chapter 6
*-
Revised 10/08/03 Contract No. 39721-2 Page 92 of 162 Pages
of the “Traffic Manual”, 2003 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 pavement delineation is required to be removed, all lines and marks used to establish the
alignment of the temporary pavement delineation shall be removed.
Add the following section:
7-10.3.6 Preparation of New, or Modifications and Additions to Existing, Traffic Control Plan
Sheets. 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
Engineer’s approval of the TCP prior to implementing them. The minimum 20-day review period
specified in section 2-5.3.1 for shop drawings and submittals shall pertain to each submittal of TCP,
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
sufficient scale and detail to show the lane widths, transition lengths, curve radii, stationing of
features affecting the traffic control plan and the methodology proposed to transition to the
subsequent TCP phase. When the vertical alignment of the traveled surface differs from the finished
pavement elevation vertical curves must also be shown. Such modifications, supplements and/or
new design of TCP shall meet the requirements of the Engineer and Chapter 6 of the “Traffic
Manual”, 2003 Edition as published by CALTRANS. 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 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.
I
--4
Revised 10108l03 Contract No. 39721-2 Page 93 of 162 Pages
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 supplemental 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 therefore. 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 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 therefore. Progress payments for "Traffic
Control" will be based on the percentage of the improvement work completed.
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 necessary safeguards for the protection of workers and public, and shall use danger signs
warning against hazards created by such features of construction as protruding nails, hoists, well
holes, and 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.
NOTE: NOT A PART OF THIS CONTRACT.
facilities for CPFA personnel.
c
SECTION 8 -- FACILITIES FOR AGENCY PERSONNEL
Contractor shall not provide office
8-2 FIELD OFFICE FACILITIES. Add the following: Contractor shall furnish a new office for Owner's
Representative and an office for Contractor's use. The offices shall be structurally sound, weather tight, with floors raised above ground. The offices shall have temperature transmission resistance compatible with occupancy and storage requirements. At Contractor's option, portable or mobile buildings may be used. The Contractor shall maintain the field offices throughout the entire duration of the contract unless the Engineer shall otherwise direct. Contractor shall be responsible for costs for construction water, power, sewer, phone, and associated utilities, and permits. No additional compensation shall be provided by the CPFA. NOT REQUIRED FOR THIS CONTRACT.
8-2.1 New Office for Owner's Representative. Add the following: The office shall have a separate
space for sole use of designated occupants, with secure entrance doors and one key per occupant. It
shall be a minimum of 600 square feet with a minimum dimension of 12 feet. Windows shall have a minimum total area of 10 percent of the floor area with operable sash and insect screens. The office shall be located to provide a view of construction areas. NOT REQUIRED FOR THIS CONTRACT. - ,-
Revised 10/08/03 Contract No. 39721-2 Page 95 of 162 Pages
..
Furnishings shall be new and include the following: a. b.
C. d. e. f.
9- h.
i. 1.
k.
1.
m.
n.
0.
P.
Three(3) desks: 36" x 72" with six (6) drawers and one (1) side return, one (1) per occupant. -4 Two (2) plan tables: 39" x 72" x 36" high, with one (1) equipment drawer. Locate table oriented in relation to the Site at a window with a view of the Site. One (I) metal, doubledoor storage cabinet under table. Three (3) plan racks to hold a minimum of six (6) racks of Project Drawings. Five (5) standard 4-drawer legal-size metal filing cabinets with locks and keys.
Three (3) bookcases, metal, 36" x 72".
Three (3) swivel tilt desk chairs.
One (I) drafting table stool.
One (1) waste basket per desk and table.
One (1) tackboard, 36 x 30.
Fourteen (1 4) conference room side chairs.
Six (6) office side chairs.
All compatible computer network cabling, including installation, for Owner-provided (via
Construction Manager) computer systems and associated equipment and hardware.
All telephone systems, cabling, hardware and installation. Security system for temporary office
trailer including all required monthly service fees and costs.
Separate water and coffee service including supplies, equipment and monthly service fees and
costs.
All monthly service, maintenance, and utility fees and costs, including installation and removal costs, associated with the above equipment, hardware and systems.
Services to be provided shall include the following: a.
b.
d.
e.
f.
g. h. i.
j.
C.
- Lighting: 50 foot candles at desk top height. Exterior lighting at entrance door. Automatic lighting at entrance door. Automatic heating and mechanical cooling equipment to maintain comfort conditions. Minimum of four (4) 110 volt duplex electric convenience outlets, at least one on each wall, each room. Electric distribution panel: Two (2) circuits minimum 100 amps, 110 volt, 60 hertz service. Convenient access to drinking water and toilet facilities.
Telephone: Two (2) direct line instruments; one (1) direct line fax machine.
Copy machine.
One (1) FAX machine, 2mb memory, plain paper, including FAX paper supplies. One (1)
Xerox/documents reproduction machine capable of up to 11" x 17" copies, including all
8.5" x 12", 8.5 X 14, and 11" x 17" paper, toner and related supplies.
The field office shall have a 600 mm by 900 mm (24x36") sign affixed near the entry door. The sign
text shall be proportioned as shown below. The Contractor shall affix CPFA seal to the sign in a
centered location. The CPFA seal will be supplied by the Engineer. NOT REQUIRED FOR THIS
CONTRACT.
Revised 10/08/03 Contract No. 39721-2 Page 96 of 162 Pages
CPFA
CONSTRUCTION
MANAGERS OFFICE
Provide signs required for directional information to construction personnel and visitors.
Contractor’s Offie and Facilities: The Contractor‘s office shall be of a size as required for general use and to provide space for project meetings. Furnishings and services to be provided include: a. Lighting and Temperature Control: As required to maintain comfort conditions. b. Telephone: One (1) direct line instrument. c. Furnishings in Meeting Area: Conference table, minimum 12’ in length and chairs for at least 12 persons.
Racks and files for Project record documents in, or adjacent to, the meeting area.
One portable communication device for the Contractor’s Site superintendent to have at all times
when on the job site.
Other furnishings: Contractor option.
Sanitary facilities shall consist of the following: a. Separate onsite, lockable restroom facilities for both men and women. The restroom facilities shall
be separate and apart from any facilities located within the General Contractor’s temporary office trailer facilities. b. Provide toilet tissue, paper towels, paper cups and similar disposable materials for wash facility. Provide covered waste containers for used material. c. Toilets: Install self-contained toilet units. Shield toilets to ensure privacy. Use of pit-type privies will not be permitted. One locked facility for exclusive use by Owner‘s Representative. d. Wash facilities: Install wash facilities supplied with potable water at convenient locations for
personnel involved in handling materials that require wash-up for a healthy and sanitary condition.
Dispose of drainage properly. Supply cleaning compounds appropriate for each condition. e. Drinking water facilities: Provide containerized tapdispenser, bottled-water type drinking water
unites, including paper supply.
Temporary Exterior Lighting: Contractor shall install exterior yard and sign lights so that signs are visible
when work is being performed. Install temporary lighting along temporary path south of project site.
Provide minimum 2 f.c. illumination.
rc^
Collection and Disposal of Waste: Contractor shall collect waste from Construction areas and
elsewhere daily. Comply with requirements of NFPA 240 for removal of combustible waste material and debris. Enforce requirements strictly. Do not hold materials more than seven (7) days during normal weather or three (3) days when the temperature is expected to rise above 80 degrees F (27 degrees C). Handle hazardous, dangerous, or unsanitary waste materials separately from other waste by containerizing properly. Dispose of material in a lawful manner.
Revised 10/08/03 Contract No. 39721-2 Page 96 of 162 Pages
SECTION 9 -- MEASUREMENT and PAYMENT
9-1 MEASUREMENT OF QUANTITIES FOR UNIT PRICE WORK
94.01 5 Final Pay Quantities. When the estimated quantity for a specific portion of the work is designated on the plans or specifications as a final pay quantity, the estimated quantity shall be the final quantity for which payment for the specific portion’of the work will be made, unless the dimensions of the portion of the work shown on the plans are revised by the Engineer, or unless the portion of the work is eliminated. If the dimensions of the specific portion of the work are revised,
and the revisions result in an increase or decrease in the estimated quantity of the portion of the
work, the final quantity for payment will be revised in the amount represented by the changes in the
dimensions. If the specific portion of the work is eliminated, the final pay quantity designated for the
specific portion of the work will be eliminated.
The estimated quantity for each specific portion of the work designated on the plans or
specifications as a final pay quantity shall be considered as approximate only and no guarantee is made that the quantities which can be determined by computations, based on the details and
dimensions shown on the plans, will equal the estimated quantities. No allowance will be made in
the vent that the quantities based on computations do not equal the estimated quantities.
When portions of an item have been designated on the plans or specifications as final pay
quantities, portions not so designated will be measured and paid for in accordance with the
applicable provisions of these specifications and the special provisions.
In case of a discrepancy between the quantities shown on the plans as final pay quantities and the quantity of the same item shown in the Engineer’s Estimate, payment will be based on the final
9-1.4 Units of Measurement, modify as follows: the U.S. Standard Measures.
quantities shown on the plans or specifications. -
The system of measure for this contract shall be
9-3 PAYMENT
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 (IO) 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 CPFA shall make payments within thirty (30) days after receipt of an undisputed and properly submitted supplemental payment request from the
-
Revised 10108103 Contract No. 39721-2 Page 97 of 162 Pages
Contractor. If payment of the undisputed supplemental payment request is not made within thirty (30) days after receipt by the Engineer, then the CPFA 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.
c
Add paragraph 6 et seq. as follows: After final inspection, the Engineer will make a Final Payment
Estimate and process a corresponding payment. This 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 Contractor shall be in sufficient detail to enable the Engineer to
ascertain the basis and amount of said disputed items. The Engineer will consider the merits of the
Contractor's claims. It will be the responsibility of the Contractor to furnish 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 payment for the disputed items.
-
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 Cpntractor.. hjls complied with
notice or protest requirements. 3 *.'- &.'.!a
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 furnish 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:
P
Revised 10/08/03 Contract No. 39721-2 Page 98 of 162 Pages
9-3.3.1 Delivered Materials. The cost of materials and equipment delivered but not incorporated
into the will not be included in the progress estimate. 4
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 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 therefore.
@ Revised 10/08/03 Contract No. 39721-2 Page 99 of 162 Pages
,-
Sieve Sizes
50-mm (2)
12.5-mm (’/*”)
9.5-mm (3/8n)
37.5-mm (1‘1;)
19-mm (3/4n)
4.75-mm (No. 4)
2.36-mm (No. 8)
75-pm (no. 200)
rc
Percentage Passing
Type A Type B --- 100 --- 95-1 00
100 50-1 00
95-1 00 ---
70-1 00 15-55
0-55 0-25
0-1 0 0-5
0-3 0-3
SUPPLEMENTAL PROVISIONS
TO
“GREEN BOOK”
STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION
PART 2, CONSTRUCTION MATERIALS
Sieve Sizes
25-mm (1 ”)
19-mm (3/411)
9.5-mm (3/S,,)
2.36-mm (No. 8)
600-pm (No. 30)
300-pm (No. 50)
75-pm (no. 200)
4.75-mm (No. 4)
Fc_
SECTION 200 - ROCK MATERIALS
Percentage Passing
100
90-1 00
40-1 00
25-40
18-33
5-1 5
0-7
0-3
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 200-1.2.2(A). Class 2
permeable material shall conform to the requirements in this section and Table 200-1.2.2(8).
When permeable material is required and the class or kind is not specified, 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 types provided for this class. The percentage composition by mass of permeable
material in place shall conform to the gradings in Tables 200-1.2.2(A) and 200-1.2.2(8).
@ Revised 10/08/03 Contract No. 39721-2 Page 100 of 162 Pages
200-1.3.2 Gravel for Biofilters. Biofilter shall have % inch gravel for a minimum depth of 3 feet
200-1.7 Decorative Rock. Aquatic and decorative rocks shall be placed in and around the
waterscape as indicated on the plans. Rock shall, insofar as practical, be that which is indigenous to
the area. Samples of rock and cobbles shall be presented to the Owner's representative for his
approval prior to installation
200-1.7.1 Delivery. Handling of rocks with loaders and dumping is permitted, but care shall be
taken that rock is not damaged or scarred excessively as it is handled on the job site.
200-1.7.2 Quantity. The Contractor shall furnish the boulders to the job site, including rock used
for the stream drops and cascades. Most rocks that are two feet in diameter and larger, are shown
on the drawings, but, in addition, there will be large rocks required in waterfall and stream locations
that cannot be shown in a practical way on the drawings.
1
200-1.7.3 Placement. Aquatic and decorative rock shall be placed in and around the waterscape
and sized as indicated on the drawings. No rock shall be placed in direct contact with the liner.
Rock shall not be dumped or dozed into place but set by the use of a crane or cherry picker, utilizing slings or tongs. Rock with scars, chips, or other blemishes shall be placed in such a manner as to
minimize the exposure of the defect after the rock is in place. Rock being set within the waterscape
and sized four (4) feet nominal and larger shall rest on a three (3) inch thick concrete pad, additional
concrete shall be placed around the rock to fill the voids and bring the area to adjacent finish
elevation. Decorative rock shall be placed in excavated depressions, in general to give the
appearance that the rock is native to the location. Must rock shall be 50% buried. Cobble rock
placement may be made with front loading type of equipment and adjusted by hand. Care shall be
taken that the cobble is not dropped on the concrete veneer in such a manner as may crack or split
the membrane liner below. Cobble rock shall be locked in place with concrete grout to minimize
loose cobble. Any splattered or spilled grout on the exposed surface of the cobble should be
removed immediately.
-
200-1.7.4 Acceptance. Final artistic result of the rock placement shall be the responsibility of the
Contractor. Contractor shall perform this work to the satisfaction of the Owner's representative.
200-2 UNTREATED BASE MATERIALS
200-2.1 General. Add the following: Aggregate base shall be Class 2 Aggregate Base per
Caltrans Standard Specification, July 1999, Section 26: Aggregate Bases, Subsection 26-1.02A
Class 2 Aggregate Base and as specified herein.
Add the following section: 200-2.7 Class 2 Aggregate Base. Aggregate for Class 2 aggregate base shall be free from organic
matter and other deleterious substances, and shall be of such nature that it can be compacted readily under watering and rolling to form a firm, stable base. Aggregate may include material processed from reclaimed asphalt concrete, portland cement concrete, lean concrete base, cement treated base or a combination of any of these materials.
Aggregate shall conform to the grading and quality requirements shown in the following tables. At the option of the Contractor, the grading for either the 1 1/2-inch maximum or 314 inch maximum shall be used, except that once a grading is selected it shall not be changed without the Engineer's written approval.
Revised 10/08/03 Contract No. 39721-2 Page 101 of 162 Pages
AGGREGATE GRADING REQUIREMENTS
Percentage Passing
11/2/2" Maximum 3/4" Maximum
Operating Operating Sieve Sizes Range Range - 2" ................................ 100
1112" ............................ 90-100 ................................ 100 1" -
314" .............................. 50-85 90-1 00 No. 4 ........................... 2545 3560
No. 30 .......................... 10-25 10-30 No. 200 ....................... 2-9 2-9
-
QUALITY REQUIREMENTS
Tests Range Resistance (R-value) 78 Min. Sand Equivalent 25 Min. Durability Index 35 Min.
Operating
The aggregate shall not be treated with lime, cement or other chemical material before the
Durability Index test is performed.
If the results of either or both the aggregate grading and Sand Equivalent tests do not meet the
requirements specified for "Operating Range" but meet the "Contract Compliance" requirements,
placement of the aggregate base may be continued for the remainder of that day. However,
another day's work may not be started until tests, or other information, indicate to the satisfaction
of the Engineer that the next material to be used in the work will comply with the requirements
specified for "Operating Range." - If the results of either or both the aggregate grading and Sand Equivalent tests do not meet the
requirements specified for "Contract Compliance," the aggregate base which is represented by
these tests shall be removed. However, if requested by the Contractor and approved by the
Engineer, the aggregate base may remain in place and the Contractor shall pay to the CPFA $2.25 per cubic yard for such aggregate base left in place. The CPFA may deduct this amount
from any moneys due, or that may become due, the Contractor under the contract. If both the
aggregate grading and Sand Equivalent do not conform to the "Contract Compliance" require-
ments, only one adjustment shall apply.
No single aggregate grading or Sand Equivalent test shall represent more than 500 cubic yards or
one day's production, whichever is smaller.
200-2.8 Recycled Class II Base. Recycled Class II Base shall consist of broken and crushed
asphalt concrete or Portland cement concrete and may contain crushed aggregate base or other rock. The material shall be free of any detrimental quantity of deleterious material as defined in subsection 200-1.1 of the SSPWC. Gradation and Quality requirements shall be as set forth in subsection 200-2.7 herein except that the Sand Equivalent shall be 35 minimum.
200-2.9 Slag Aggregate. Aggregate produced from slag resulting from any steel-making process of from air-cooled iron blast furnace slag shall not be used on this project.
SECTION 201 - CONCRETE, MORTAR, AND RELATED MATERIALS
201-1 PORTLAND CEMENT CONCRETE
TABLE 201-1 .I .2(A) Modify as follows: F
@ Revised 10/08/03 Contract No. 39721-2 Page 102 of 162 Pages
TABLE 201 -1 .I .2(A) (3)
-.
All Concrete Used Within the Right-of-way
Trench Backfill Slurry
Street Light Foundations and Survey Monuments
PORTLAND CEMENTCONCRETE
TvPe of Construction I Concrete I Maximum
Class Slump mm (Inches)
330-C-23 (2)
(560-C-3250) ('I
(1 90-E-400)
1 15-E-3 200 (8")
330-C-23 100 (4") -
Traffic Signal Foundations
(560-C-3250)
350-C-27 100 (4")
Concreted-Rock Erosion Protection
202-2.1 Masonry Units
Block type shall be per plan and conforming to UBC Standard 24-4 and ASTM C90. Grade N hollow
load bearing block units as manufactured by a certified concrete block manufacturer. Provide units
with minimum ultimate strength of 1,500 psi.
(590-C-3750)
(520-C-25OOP)
31 0-C-I 7 per Table 300-1 1.3.1
202-2.2.2 (c) Ready Mix Grout. ASTM C150, Type I or 11, Low Alkali
(d) Hydrated Lime. ASTM C207, Type S and containing 85% of weight of calcium oxide.
(e) Aggregates: Per ASTM C144
Sand. Fine granular material, composed of strong, durable mineral particles, free from injurious
amounts of saline, alkaline, organic or other deleterious substances.
Pea Gravel. Graded with no more than five percent (5) passing the No. 8 sieve and with one
hundred (100) passing the 3/8 sieve.
SECTION 203 - BITUMINOUS MATERIALS
203-6 ASPHALT CONCRETE.
DELETE sections 203-6.2 and 203-6.3.2 and ADD the following:
203-6.1 General. Add the following: The Contractor shall submit a design mix report and verification
data for review by the Engineer for each source of supply and type of mixture specified. The design
mix report shall indicate the results of all testing requirements identified in sections 203-1.2 and 203-
6.3 of the standard specifications for public works construction and these special provisions.
203-6.2 Materials. Add the following: Asphalt concrete shall be class C2-AR-4000 for surface
course, and B-AR-4000 for base course. Asphalt concrete shall be class D2-AR-8000 for dikes and
I
Revised 10/08/03 Contract No. 39721-2 Page 103 of 162 Pages
class E-AR-8000 ditches.
203-6.3.2 Composition and Grading. Add the following: Evaluation of asphalt concrete shall be
determined from samples of asphalt concrete taken after completion of all processing (Wet Mix) or
by core sample analysis of the in-place asphalt concrete or by direct central plant inspection that
confirms the production of a particular mix design and verifies using samples of aggregate taken
before the addition of asphalt and mineral filler (Bin). All samples shall be taken in accordance with
Calif. Test 125.
IC
When Wet Mix or Core samples of asphalt concrete are to be used for evaluation, sufficient size
samples shall be taken to ensure representative and adequate quantity of material for:
1. Asphalt Content and Gradation of Extraction using Calif. Test 382 or ASTM 21 72, and Calif.
Test 202.
2. Stability’ using:
a. Stabilometer Value2 using Calif. Test 366 and shall be the average of three individual
Stabilometer Values
And/or
Marshall Stability in accordance with the Asphalt Institute’s MS-2 fabricated and
tested for traffic volume and shall be the average of three specimens.
b.
Stability will be waived provided the extracted asphalt concrete is within +/-.5 of mix design and the extracted
gradation complies with Table 203-6.3.2 (A).
1
Use Marshall Stability when the deviation between individual Stabilometer Values are greater than +/-4. 2 -
When using core sample analysis, the samples must be properly prepared to safeguard against
influx of outside contaminates and so that the cut surfaces do not influence the test results.
The amount of asphalt binder used in asphalt concrete placed in dikes, gutters, gutter flares,
overside drains and aprons at the ends of drainage structures shall be increased one percent by
mass of the aggregate over the amount of asphalt binder determined for use in asphalt concrete
placed on the traveled way.
203-6.3.3 Acceptance. Wet Mix or Core sampled asphalt concrete will be considered in
conformance with the mix design when the asphalt content is within +/-.5 of the design mix and the
gradation conforms to the grading as shown in Table 203-6.3.2 (A). Deviations in gradation may be
considered in conformance with the mix design provided the stability of the completed mix complies
with the requirements for Stabilometer Value per Table 203-6.3.2 (A) Marshall Stability using Asphalt
Institute MS-2.
Plant inspected asphalt concrete will be considered in conformance with the mix design when
visually inspected and the combined gradation of the Bin samples show conformance to the grading
as shown in Table 203-6.3.2 (A).
203-6.6.2, Batch Plant Method, modtfy as follows: Third paragraph, last sentence, delete “and from
the Engineer’s field laboratory”. Last paragraph, add after D 2172: “method A or B.”
c_ 203-6.7 Asphalt 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.
@ Revised 10/08/03 Contract No. 39721-2 Page 104 of 162 Pages
203-1 1 ASPHALT RUBBER HOT MIX (ARHM) WET PROCESS -
203-11.3 Composition and Grading. Add the following: Asphalt Rubber Hot Mix shall be class
ARHM-GG-C.
Add the following section:
203-13 ASPHALT PAVEMENT CRACK SEALANTS
203-1 3.1 Elastomeric Sealant. Elastomeric sealant shall be a polyurethane material of a
composition that will, within its stated shelf life, cure only in the presence of moisture.
No elastomeric sealant shall be incorporated into any portion of the work that is beyond the shelf life
recommended by its manufacturer. No elastomeric sealant shall be incorporated into any portion of
the work that has been stored under conditions not recommended by its manufacturer. Sealant shall
be suitable for use in both asphalt concrete and portland cement concrete. The cured sealant shall
have the performance characteristics in Table 203-1 3(A).
TABLE 203-1 3.1 (A)
ELASTOM ERIC SEALANT CHARACTERISTICS
Property
Hardness
(indentation)
Tensile
Strength
Elongation
Flex at -40°C
Weathering
Resistance
Salt-Spray
Resistance
Dielectric
Constant
Measuring Standard
(ASTM Designation)
ASTM D 2240 Rex.
Type A, Model 1700
ASTM D 412 Die C,
ASTM D 412 Die C,
0.6 mm (25 mil) Free
Film Bend (1 80")
ASTM D 822
Weatherometer 350 h
ASTM B 117 28 days
at 38°C
ASTM D 150
Results
65 - 85
3.45 MPa, minimum
400%, minimum
No cracks
Slight chalking
3.45 MPa, minimum
tensile; 400% minimum
Elongation
Less than 25% change
Conditions
25°C @ 50% relative
humidity
pulled at 508 mm (20") per
minute
pulled at 508 mm (20") per 4
minute
over 13 mm ('/*'') Mandrel
Cured 7 days at 25°C @
50% relative humidity
5% NaCI, Die C, pulled at
508 mm (20") per minute
over a temperature range of
-30EC to 50EC
203-1 3.2 Asphaltic Emulsion Sealant. Asphaltic emulsion sealant shall conform to the State of
California Specification 8040-41A-15 and shall be used only for filling slots in asphalt concrete
pavement. This material shall not be used in slots which exceed 16 mm (5/8") in width or where
the slope causes the material to run from the slot. The material shall not be thinned in excess of
the manufacturer's recommendations and shall not be placed when the air temperature is less
than 7°C (45°F).
203-1 3.3 Hot-Melt Rubberized Asphalt Sealant. Hot-melt rubberized asphalt shall be in solid
form at room temperature and fluid at an application temperature of 190°C (375°F) to 205°C
(400°F). Fumes from the material shall be non-toxic. Sealant shall be suitable for use in both
asphalt concrete and portland cement concrete. Performance characteristics of the cured hot-melt
rubberized asphalt shall be as per Table 203-1 3.3(A).
-
a Revised 10/08/03 Contract No. 39721-2 Page 105 of 162 Pages
TABLE 203-13.3(A)
Designation)
ASTM D 3407, Sec. 5
ASTM D 3407, Sec. 6
,ASTM D 3407, Sec. 8
ASTM D 36
ASTM D 113
ASTM D 92
ASTM D 4402
Property
3.5 mm, max.
5 mm, max.
25%, min. 25°C
82 “C, min.
300 mm, min.
288 “C, min.
2.5-3.5 Paes No. 27 Spindle, 20
25”C, 150 g, 5 s
25”C, 50 mm/min
Cone Penetration
Flow. 60°C
USES
Headers for bituminous pavement up to 50 mm x
Headers for bituminous pavement larger than 50
mm x 100 mm (2”xY)
- 100 mm (Tx4)
Resilience
Softenina Point.
GRADES
Construction grade Redwood or preservative
treated construction grade Douglas Fir
Number 1 grade Redwood, or preservative
treated number 1 grade Douglas Fir
Ductility,
Flash Point, COC, “C
Viscosity, Brookfield
Thermosel,
CURED HOT-MELT RUBBERIZED ASPHALT
Measuring Standard (ASTM I Results I Conditions
I I rpm, I~O~C,
SECTION 204 - LUMBER AND TREATMENT WITH PRESERVATIVES
204-1 LUMBER AND PLYWOOD
SECTION 206 - MISCELLANEOUS METAL ITEMS
Add the following section:
206-7 TRAFFIC SIGNS.
Add the following section:
206-7.1 Permanent Trafliic Signs Permanent traffic signs shall consist of 10-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 otherwise 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 - 9581 9 and as modified herein. Where the “SPECIFICATION FOR REFLECTIVE SHEETING
SIGNS, October 1993 require the Contractor or supplier to notify the Department of Transportation
@ Revised 10/08/03 Contract No. 39721-2 Page 106 of 162 Pages
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
REFLECTIVE SHEETING SIGNS, October 1993, except that the notation shall be "PROPERTY OF
THE CPFA ".
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, October
1993" as follows: All advisory signs, warning signs and all regulatory signs shall be fabricated with
Type I II encapsulated lens sheeting conforming to the requirements of this specification.
Add the following section:
206-7.1.5 Substrate. Modify the "Specifications For Reflective Sheeting Signs, October I993 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 10-gage or 12-gage cold-
rolled steel perforated tubing posts as shown on San Diego Regional Standard drawing M-45 or,
when the sign area exceeds the maximum area allowed for on that drawing, on multiple lO-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.
perforated tubing posts as shown on San Diego Regional Standard drawing M-45.
Posts shall be constructed of 1O-gage or 12-gage cold-rolled steel
Add the following section:
206-7.2 Temporary Traffic Signs. Temporary traffic signs shall consist of all signs used for the
direction, warning, and regulation of vehicle (including bicycle) and pedestrian traffic during the
Contractor's performance of the Work. Temporary traffic signs include both stationary and 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
-
Revised 10/08/03 Contract No. 39721-2 Page 107 of 162 Pages
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 For Reflective Sheeting Signs, October 1993”, 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.
rc
Add the following section:
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@) 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 10-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 RS1, RS2, RS3 and RS4 for installation of roadside signs, except as
Wood posts shall not be used.
Back braces and blocks for sign panels will not be required.
The height to the bottom of the sign panel above the edge of traveled way shall be at least
2.1 m (7’).
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 m2 (5
ft2)of sign area, or the signs may be installed on existing lighting standards when ap-
proved by the Engineer.
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 10-gage or 12-gage cold-rolled steel
perforated tubing used for the support and stabilization 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 size and the
@ Revised 10108103 Contract No. 39721-2 Page 108 of 162 Pages
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 leg-
end requirements for portable signs shall be as described 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 orange enamel which will match the color of the sign panel
background. Testing of paint will not be required.
Add the following section:
206-8 LIGHT GAGE STEEL TUBING AND CONNECTORS.
Add the following section:
206-8.1 General. This Section pertains to 1 0-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 1 1 mm (7/16") holes on 25 mm (1 ") centers. -
Add the following section:
206-8.2 Tolerances. Wall thickness tolerance shall not exceed +0.28 mm, -0.13 mm (+0.01 l",
-0.005). Convexity and concavity measured in the center of the flat side shall not exceed a
tolerance of +0.25 mm (+O.OlO") applied to the specific size determined at the comer. Straightness
tolerance variation shall not exceed 1.6 mm in 1 m (1/16 " in 3'). Tolerance for corner radius is
4.0mm (5/32"), plus or minus 0.40 mm (1/64"). Weld flash on corner-welded square tubing shall
permit 3.60 mm (9/64") radius gage to be placed in the corner. Using lO-gage or 12-gage square
tube, consecutive size tubes shall telescope freely for 3.1m (10'). Tolerance on hole size is plus or
minus 0.40 mm (1/64") 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(B).
TABLE 206-8.2(A)
LIGHT GAGE STEEL TUBING SIZE TOLERANCE
Nominal Outside Dimensions I Outside Tolerance for All Sides at Corners
51 x76 I (2 x 3) I 0.25 I 0.010
Revised 10108l03 Contract No. 39721-2 Page 109 of 162 Pages
TABLE 206-8.2(9)
LIGHT GAGE STEEL TUBING SQUARENESS OF SIDES AND TWIST
Nominal Outside Dimension I Sa uareness") I Twist Permissible in 900 mm (3") mm (Inches)
25 x 25
32 x 32
38 x 38
44 x 44
51 x51 (2 x 2)
56 x 56
57 x 57
64 x 64
51 x76 (2 x 3)
(1 x 1) (1 -1/4 x 1 -1/4)
(1 -'/2 x 1 -7*)
(1 -3/4 x 1 -"4)
( 2-3/1 8 x 2-3/, 8)
(2-1/4 x 2-1/4)
(2-72 x 24)
mm (Inches) mm(2) ( Inches)i2) '
0.15 0.006 1.3 0.050
0.18 0.007 1.3 0.050
0.20 0.009 1.3 0.050
0.25 0.01 0 1.6 0.062
0.30 0.01 2 1.6 0.062
0.36 0.014 I .6 0.062
0.062 0.36 1.014 1.6
0.38 0.01 5 1.9 0.075
0.46 0.01 8 1.9 0.075
(I) Tubing may have its sides failing to be 90 degrees to each other by the tolerance listed.
(2) 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 Ill
Add the following section:
rc-
206-9 PORTABLE CHANGEABLE MESSAGE SIGN
Add the following section:
206-9.1 General. Each portable changeable message sign (PCMS) unit shall consist of a
controller unit, a power supply, and a structural support system all mounted on a trailer. The PCMS
unit shall be assembled to form a complete self-contained portable changeable message sign, which
can be delivered to the site of the work and placed in immediate operation. The complete PCMS
unit shall be capable of operating in an ambient air temperature range of -2OOC (-4OF) to +7OoC
(1 58OF) and shall not be affected by unauthorized mobile radio transmissions.
The trailer shall be equipped so that it can be leveled and plumbed. Full operation height shall be
with the bottom of the sign at least 2.1 m (7') above the ground and the top no more than 4.4 m
(14.5') above the ground. After initial placement, PCMS shall be moved from,location to location as
directed by the Engineer
Add the following section:
206-9.2 Message Board. The message displayed on the PCMS shall be visible from a distance of
460 m (1500') and shall be legible from a distance of 230 m (750'), at noon on a cloudless day, by
persons with vision corrected to 20/20. The sign panel shall be 3-line matrix and shall display not
less than 7 characters per line. Sign messages to be displayed shall be as approved by the
Engineer. The sign face shall be flat black and shall be protected from glare of the sun by a method
which does not interfere with the clarity of the sign message. The sign shall be raised and lowered by means of a power driven lifting mechanism. The matrix sign shall be capable of complete
alphanumeric selection.
c
@ Revised 10/08/03 Contract No. 39721-2 Page 1 10 of 162 Pages
Lamp matrix type signs shall be equipped with an automatic dimming operational mode that
automatically compensates for the influence of a temporary light source or other abnormal lighting
conditions. The sign shall have manual dimming operation modes of 3 or more different lamp
intensities.
-
Matrix signs not utilizing lamps shall be either internally or externally illuminated at night.
The controller shall be an all solid-state unit containing all the necessary circuitry for the storage of
at least 5 pre-programmed messages. The controller shall be installed in a location allowing the
operator to perform all functions from one position. A keyboard entry system shall be provided to
allow an operator to generate an infinite number of additional messages over the pre-programmed
stored messages. The keyboard shall be equipped with a security lockout feature to prevent
unauthorized use of the controller. The controller shall contain a nonvolatile memory to hold the
keyboard created messages in memory during periods when the power is not activated. The
controller shall provide for a variable message display rate which allows the operator to match the
information display to the speed of the approaching traffic. The flashing off time shall be operator
adjustable within the control cabinet.
Add the following section:
206-9.3 Operation and Maintenance. PCMS shall be furnished, placed, operated, and
maintained at locations shown on the plans, specified herein, or designated by the Engineer. The
PCMS will be diligently maintained and repaired by the Contractor throughout the project in
accordance with the manufacturer's recommendations. When ownership is transferred to the CPFA
(at the end of the job), it must be demonstrated to be in good working condition, and meet the
provisions of these specifications, including current registration.
Add the following section:
206-9.4 Measurement and Payment. The contract unit price PCMS shall include full
compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all
the work involved in furnishing, placing, operating, maintaining, repairing, replacing, transporting
from location to location, and delivery of the signs to the CPFA at the completion of the construction,
in good working order, and as directed by the Engineer, and no other compensation will be made.
1
206-1 0.1 Environmental fence shall be constructed by the CPFAs Environmental
Monitor. Contractor shall maintain the environmental fence during construction. At the end of
construction, the Contractor shall remove the fence as directed by the Environmental Monitor.
General.
206-11 PUMPS
The Biofilter Pump System shall be per Prime Pump Model #20P16A-9, or approved equal. The
pump shall be rated for a minimum system capaCPFA of 7500 US gpm, at 14 ft (Total Dynamic
Head). The pump shall be supplied with a 40 hp, 1200 rpm motor drive and wired for operation at
460 vac, 3 phase, 60 hz service and be capable of being field converted to operation at 230 vac, 3
phase, 60 hz. The pump system shall be per Prime Pump Model #1410-11, or approved equal. The
pump shall be rated for a minimum capaCPFA of 2900 US GPM, at 14 ft (Total Dynamic Head).
The pump shall be supplied with a 20 hp 1800 rpm motor drive and wired for operation at 460 vac, 3
phase, 60 hz service and be capable of being field converted to operation at 230 vac, 3 phase, 60
hz. - Owner/Construction Manager to supply plan for electrical connection from power source. Contractor
to provide construction and installation of control panel and distribution from control panel to
electrical equipment.
Revised 10/08/03 Contract No. 39721-2 Page 11 1 of 162 Pages
L The system manufacturer shall submit individual pump curves for approval.
Pumps shall be inter-connected to level controls in the wet well for high levels "on" and low level
s hut-off.
All typically required spare and wear parts for all pumps and equipment shall be obtainable from
pump nameplate data. The spare/wear parts lists shall be included in the 0 & M Manuals in the
appropriate sections. All spare and wear parts shall be locally available.
206-12 MECHANICAL APPURTENANCES
206-12.1 Air Relief Valve
The Air Relief Valve shall be of PVC construction and shall be per Waterman AVP series or
approved equal to size shown on plans.
206-12.2 Repair Couplings All repair couplings shall be Gheen 7033 or approved equal unless otherwise noted on the plans and
fitted for pipes as shown on the plans.
206-12.3 Butterfly Valves
The Buttemy Valves(s) shall be for hand operation per Keystone Fig. 99, unless otherwise noted, or
approved equal. They shall be wafer type for flange mounting, the pressure rating shall be 125 Ib.
Valve bodies shall be high strength cast iron with carbon steel shafts.
206-12.4 Check Valve@)
The Check Valve@) shall be wafer type, spring loaded, butterfly type with dual springs and shall
consist of a rubber lined insert in a cast iron body per Centerline, Inc. of Tulsa, Oklahoma or
approved equal. When chlorine is applied, the Check Valve is to be epoxy coated.
_c
206-12.5 Aeration Units
The six (6) wall mounted aeration units shall be per E.P. Aeration Model #EP-LK 2001 with two (2)
1/3 HP Thomas Ultra Quiet Oiless Piston Air Compressors in each cabinet, or approved equal, and
shall be installed as shown in the plans.
206-12.6 Aeration Disks
The 36 Aeration Disk Modules shall be per Marina Bio-Chem Air Diffusion Systems Model #MBSCD-
1, or approved equal, and shall be connected to w" weighted feeder tubing with Jaco Elbow Union,
or approved equal, Aeration Disks and tubing shall be installed per plan.
206-12.7 Aeration Valve Box
The six (6) aeration valve boxes shall be constructed as shown in the plans. The irrigation valve
boxes shall be per Brooks Products, or approved equal. All valve boxes shall have an influent
Sch. 40 PVC pipeline from the pump station and six (6) effluent w" weighted feeder tubing to the
aeration disks.
SECTION 207 - PIPE
207-2 REINFORCED CONCRETE PIPE.
,-
207-2.5 Joints. Add the following: When watertight joints are indicated on the plans they shall be
of the rubber-gasketed type meeting the requirements of ASTM Standard Specification designations
C 361-95 and C 443-94.
Revised 10/08/03 Contract No. 39721-2 Page 112 of 162 Pages
Pipe designated in the plans as "pressure pipe" or with a 100-year hydraulic grade line at or above
the soffit shall be bell and groove spigot joint with "0" rings conforming to ASTM C-443 and C-361
for the limits shown on the plans.
-.
Property
Thickness
Tensile strength
Elongation
Printability
Flexibility
Inks
Message repeat
Foil
Top layer
Bottom layer
Adhesives
Bond strength
Colors
207-2.5.1 Pipe Class If the pipe class is not specified in the plans, Contractor shall provide minimum class 150.
Method Value
ASTM D2103
ASTM D882
ASTM 02578 >50 dyneskquare centimeter
ASTM D671-81 Pliable hand
Manufacturing specifications Heat-set Mylex
Manufacturing specifications Every 500 mm(20)
Manufacturing specifications Dead sowannealed
Manufacturing specifications Virgin PET
Manufacturing specifications Virgin LDPE
Manufacturing specifications
Boiling H20 at 100 degrees Celsius
APWA Code
01 14 mm (0.0056)
4500gkm (25 Ibs/inch) (5,500 PSI)
ASTM D882-88 e50 percent at break I
>30 percent, solid 1.5#/R
Five hours without peel
See Table 207-25.1 (8)
Add the following section:
207-25 UNDERGROUND UTILITY MARKING TAPE.
Yellow
Orange
Blue
Green
Brown
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 mm 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).
Gas and oil distribution and transmission, dangerous materials, product and steam.
Telephone and telegraph systems, police and fire communications, and cable television.
Water systems.
Sanitary and storm sewer systems, nonpotable.
Force mains.
TABLE 207-25.1 (B)
DETECTABLE UNDERGROUND UTILITY MARKING TAPE COLORS
Color I Utilihr Marked
Red 1 Electric Dower. distribution. transmission. and municipal electric svstems.
I
Purple I Reclaimed water lines,
@ Revised 10/08/03 Contract No. 39721-2 Page 1 13 of 162 Pages
Add the following section:
207-25.2 Materials Approvals.
requirements of each of the following agencylassociation publications.
Detectable Underground Utility Marking Tape shall meet the
A. Department of Transportation, Materials Transportation Bureau, Office of Pipeline Safety.
USAS code for pressure piping B31.8, 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.
,-
207-26 Polyvinyl Chloride (PVC) Pressure Pipe. Water and reclaimed water pipe and
appurtenances shall conform to the requirements of the Carlsbad Municipal Water District's Rules
and Regulations for Construction of Reclaimed Water Mains, and Rules and Regulations for
Construction of Public Potable Water Mains. PVC pipe shall be DR21 Class 200 plain end and meet
the requirements of AWWA C900 and C905. Reclaimed water pipe shall be integral purple color
material, Pantone #522. Pipe outer diameters shall be capable of being connected directly into PVC
joint adapters without complicated procedures. Fittings shall be ductile iron. No PVC fittings shall
be allowed. For buried piping, trenching configuration pipe zone material, backfill, and compaction
shall be performed in accordance with the manufacturer's instructions, and in compliance with the
Contract Documents. Piping identification shall be in compliance with the Contract Documents.
Field testing of piping system for leakage shall be in compliance with Special Provisions Section
306-1.4.5. Calculations and data from the pipe
manufacturer showing the pipe conforms to the design requirements of AWWA C905 shall be
submitted to the Engineer for approval prior to ordering pipe. Thrust blocks and end caps shall
comply with CMW D standard drawings W 15 and W 19.
All pipe shall carry a safety factor of 2.5. rc
207-26.1 All recycled water lines, services, risers and
appurtenances located in vaults below grade shall be identified by adhesive vinyl tape. Tape width
shall be 3 inches. The tape shall be resistant to alkalis, acids, sunlight and moisture.
Recycled Water Piping in Vaults.
207-26.2 Exposed Potable and Recycled Water Piping. All potable and recycled water lines,
services, risers and appurtenances located above grade shall be identified by either a paint band
system or adhesive vinyl tape. Paint bands shall be I-inch wide fusion bonded epoxy coating. Paint
bands for the recycled water piping shall be purple in color. Paint bands for the potable water piping
shall be blue in color. The paint bands shall be located a minimum of 10 feet apart. The paint shall
be resistant to alkalis, acids, chipping, fading and moisture. The coating thickness shall be as
recommended by coating manufacturer.
Adhesive vinyl tape shall be as specified for tape in vaults.
207-26.3 Reclaimed Water Valve Box Covers. Reclaimed water valve box covers shall be cast
with the wording "RECYCLED WATER centered on the top. The covers shall be integral purple
color material, Pantone #522. The coating thickness shall be as recommended by coating
manufacturer.
207-26.4 Reclaimed Water Appurtenances. All blowoffs, air release valves, manhole covers,
vault covers and meter box covers shall be painted purple. Manhole covers, vault covers and meter
box covers shall be cast with the words *'RECYCLED WATER centered on them.
.-
@ Revised 10/08/03 Contract No. 39721-2 Page 114 of 162 Pages
207-26.5 Warning Sign and Labels. Where recycled water is used or conveyed, each entrance to
any area, building, or facility shall have a sign posted. The exact locations of all signs shall be
determined by the on-site inspector. Additional signs identifying the color scheme for the recycled,
potable, and industrial water shall be located af each entrance that the water is located. The signs
will be provided by the CPFA and shall be installed by the Contractor. Mounting posts, where
required, shall be furnished and installed by the Contractor. The mounting posts shall be U-channel
steel posts with baked green enamel finish, Brady USA, Inc., or equal.
-.
Surface to be Painted
Temporary Railing type
(K)
All recycled water valves shall be tagged with identification tags. Tags shall be weatherproof plastic,
3-inch by 4-inch, purple in color, with the words “WARNING RECLAIMED WATER - DO NOT
DRINK“ imprinted on one side and “AVISCO - AGUA IMPURA - NO TOMAR” on the other side.
Imprinting shall be permanent and black in color. Tags shall be as manufactured by T. Christy, or
equal. One tag shall be attached to each valve by one of the following methods:
1. Attachment to the valve stem directly or with plastic tie wrap.
2. Attach to the solenoid wire directly or with plastic tie wrap.
3. Attachment to the valve cover with existing valve cover bolt.
Pre-treatment / Surface Primer Finish Coats
Preparation
Abrasive Blast Cleaning to a None Two coats white Acrylic
Roughened, Textured Appearance Emulsion Paint (‘I
207-27Gate Valves. Replace with the following: All gate valves 3 inches and larger shall be
resilient-seated gate valves conforming to ANSVAWWA C509. Resilient-seated gate valves shall
have cast iron bodies with flanged ends, rubber-coated cast iron disc, flanged bonnet, bronze stem,
O-ring stems, and operators with handwheel or hexagonal nut on reclaimed water systems and
square nut on potable water systems, except as otherwise indicated. Resilient-seated gate valves
shall be A-C Valves, Inc., Clow Corporation, Kennedy Valve Mfg. Co., Muller Company, or equal.
SECTION 210 - PAINT AND PROTECTIVE COATINGS
210-1 PAINT.
4
21 0-1.5 Paint Systems. Add the following to Table 21 0-1 S(A)
This paint may be tinted by using “universaP’or “all purpbse” 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, channelizing lines, bike lane lines, chevrons,
and curbs shall be rapid dry water borne conforming to CALTRANS Specification No. PTWB-01.
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.
8010-19A. Glass beads shall be applied to the surface of the rapid dry water borne paint and the
molten thermoplastic material and shall conform to the requirements of CALTRANS Specification
No. 8010-004 (Type 11). CALTRANS Specifications for water borne paint, thermoplastic material and
glass beads may be obtained from the CALTRANS Transportation Laboratory, P.O. Box 191 28,
Sacramento, CA 9581 9, telephone number (916) 227-7000. I
Add the following section.
Revised 10/08/03 Contract No. 39721-2 Page 11 5 of 162 Pages
21 0-1.8 Preformed Thermoplastic Pavement Markings. Preformed Thermoplastic Pavement
Markings shall be Premark brand manufactured by Flint Trading Company 1 15 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.
210.2 PLASTIC LINER
210-2.1 General
The material supplied under these specifications shall be first quality domestic goods specifically formulated, manufactured, fabricated and tested for lining applications. The materials used for the
lining shall be a polyvinyl chloride (PVC) membrane and have been satisfactorily demonstrated by
prior use to be suitable and durable for the purpose of this work. The membrane shall be
manufactured by the Calendaring Process and shall be uniform in color, thickness, size and surface
texture. The finished lining shall be a flexible, durable, watertight product free from pinholes, blisters
and containments. Reprocessed materials shall not be acceptable other than clean rework
materials from the same virgin ingredients generated from the manufacturer’s own production.
The PVC lining shall be as furnished by Melco, Inc., Stanton, California; Staff Industries, Upper
Montclair, New Jersey; Watersaver, Inc., Denver, Colorado; or approved equal. The finished lining must have the following minimal material properties:
.-
@ Revised 10108/03 Contract No. 39721-2 Page 1 16 of 162 Pages
Property Test Method Test Value
Gauge (Nominal)
Thickness (Minimum)
30 mil
28.5 mil ASTM D1593
Par. 9.1.3
Specific Gravity ASTM D792
MTD AI
1.24 to 1.30
Minimum Tensile
Property (Ea. Direction)
ASTM D882
1. Breaking Factor (Lbs/lnch
2. Elongation at Break
3. Modulus (Force) (At 100%
Width)
(Percent)
Longation)
MTD A or B
(One inch wide)
MTD A or B
69 Lbs/ln.
(2300 psi)
300%
27 Ibs/in.
8 Ibs.
(267 IbJin.)
Neg 15 Deg F
Approx. 5
0.35%
5%
20%
20%
82 PSI
MTD A or B
(900 psi)
Tear Resistance
(Min. avg. pounds)
ASTM D1004
DIE C
Low Temp. Impact
(50% Pass)
ASTM D1790
Dimensional Stability
(EA. Direction, % Change
Maximum)
ASTM 01204
211 Deg F
21 2 15 Min.
I
Water Extraction
(Max. % Wt. Loss)
ASTM D3083
(Modif. By NSF)
[National Science Foundation]
ASTM D3083
(Modif. By NSF)
Resistance To Soil Burial
(% Change Max.)
In Original Value
1. Breaking Factor
2. Elongation
3. Modulus at 100%
Elongation
Hydrostatic Resistance
(Lbs/Sq. In. Minimum)
ASTM D751
MTA A
e Revised 10/08/03 Contract No. 39721-2 Page 11 7 of 162 Pages
Factory Seam Requirements
c_ Factory Seaming
Bonded Seam Strength ASTM D3083
(Factory Seam Breaking Factor, (Modif. By NSF)
PPI Width)
Peel Adhesion
(Lbs/ln Minimum)
ASTM D413
(Modif. By NSF)
Resistance to Soil Burial (%
Change Max. in Original Value)
ASTM D3083
(Modif. By NSF)
1. Bonded Seam Strength
2. Peel Adhesion
Dielectric Fusion Weld or
Solvent Weld
55.2 Lbsh.
Width
10 Lbs/ln. or Film Tearing Bond
Negative 20%
Negative 20%
Field Seam Requirements
Field Seaming Method Bonded Solvent Weld
Bonded Seam Strength ASTM D3083
(Modif. By NSF)
55.2 Lbs/ln. Width
Fabrication. The individual widths of calendared PVC shall be factory fabricated into large sheets
custom designed for this project with a width and length so as to minimize field seaming. All factory
seams shall provide a bond between the sheets sufficiently strong to meet the test requirements of
these specifications. The factory seaming shall be accomplished by use of dielectric fusion welding
equipment or solvent weld method. The dielectric weld shall be a one-inch wide continuous bond. The solvent weld shall be a one-inch wide continuous bond.
Panel Packaging and Storage. Factory fabricated PVC panels shall be accordion folded onto a
sturdy, wooden pallet designed to be moved by a forklift or similar equipment. Factory fabricated
panels shall be packaged in heavy, water resistant cardboard, fully enclosed and protected to
prevent damage to the panels during shipment. Both the factory fabricated panels and the outsides
of each container shall be prominently indelible marked with the panel size. Packaged factory
fabricated sheets which have been delivered to the project site shall be stored in a dry area and
protected from the direct heat of the sun where possible, especially when stored for a long period of
time. Containers shall not be stacked.
210-2.1.1 PVC Liner Accessories
PVC Solvent. The PVC Solvent (liner to liner) adhesive shall be as provided by the lining material
supplier or approved equal.
Butyl Tape. The Butyl Tape shall be per general sealants GS4 or approved equal.
Caulking. The Caulking shall be per Burke Silicone Sealant or approved equal and shall meet
Federal Specifications TT S 00230C, Type 2. Apply per manufacturer’s equipment.
Waterstops. Waterstops shall be used for concrete expansion and construction joints where shown
-
@ Revised 10108/03 Contract No. 39721-2 Page 118 of 162 Pages
on plans and shall be per Schlegel Corp., Rochester, New York or approved equal. The Waterstops
shall be manufactured from virgin polyvinyl chloride plastic compound and shall not contain any
scrap or reclaimed material or pigment whatsoever. The properties of the polyvinyl chloride
compound used, as well as the physical properties of the waterstops shall meet or exceed the
requirements set forth in the U.S. Army Corps of Engineers Waterstop Specifications (Ord 0072 74).
-
21 0-2.1.2 Testing of the PVC Liner Material
The construction manager, at its discretion, shall take a sample piece of PVC Liner from every truck
delivery, lot or every 200,000 SF of material manufactured for this project. The representative
sample piece of liner shall be tested for compliance with the industry standard specifications
referenced herein. Samples failing to meet the specification requirements shall result in the rejection
of that entire truck delivery, lot or 200,000 SF of material represented by the failed sample.
21 0-2.1.3 Non-Destructive Testing of PVC Liner Field Seams
Non-Destructive testing of Field Seams shall be done to verify seaming continuity of the entire length
and proper joining for 100% of the field seams. The Contractor shall be responsible for providing the
testing equipment and to perform the testing operations. All testing operations shall be inspected by
the construction manager in accordance with the contract documents. The Contractor shall be
responsible for providing all repairs. During the test requirement periods, the PVC Liner should not
be covered or placed into service to insure ease of repairing or reconstructing in the event it is
required. During the test periods, the PVC Liner shall be properly ballasted and otherwise secured
to help prevent wind or severe weather damage.
Air Lance Method
All Field Seams shall be non-destructively tested over their full length. An Air Lance apparatus shall
diameter nozzle. The air stream shall be directed at the edge of the seam no more than two inches
from the seam edge. Enough time shall be allowed for the seams to develop adequate strength
before commencement of testing. Any defects found during testing shall be marked, repaired, and
retested with the Air Lance. All repairs shall be performed as described below (remedial action).
be used for this testing. The Air Lance shall be capable of supplying 80 PSI through a 3/16 inch -
Remedial Action
If unbonded areas are located, they may be repaired by inserting additional chemical fusion agent
into the seam opening, and then rolled. If this does not produce a satisfactory repair, then a patch
consisting of the same PVC Liner material must be installed over the repair area. The patch must
extend a minimum of 6 inches beyond the area to be repaired.
21 0-2.1.4 Destructive Testing of PVC Liner Field Seams
The purpose of destructive testing is to determine the quality of a given seam by removing a
representative seam sample and testing the given sample for compliance with the applicable design
standards. Testing may be done either at the job site, or at an independent certified testing
laboratory, at the Construction Manager’s discretion. The Contractor shall be responsible for
obtaining the test samples as outlined below. The Construction Manager shall be responsible for
choosing the sample locations, receiving and having the samples tested in accordance with the
designated testing guidelines, document and distributing the test results and, if necessary, directing
the Contractor on the repair and retesting operations. During the test requirement periods, the PVC
liner should not be covered or placed into service to insure ease of repairing or reconstructing in the
event it is required. During the test periods, the PVC liner shall be properly ballasted and otherwise
secured to help prevent wind or severe weather damage. -
e Revised 10108/03 Contract No. 39721-2 Page 11 9 of 162 Pages
Testing Frequency. Unless otherwise directed, destructive seam testing shall be conducted along
completed field seams at intervals of 1,000 feet. r"-
Testing Procedure. Test samples shall be removed from the completed PVC liner seam by the
Contractor. The sample shall be labeled in a clear and logical manner. The sample location must
be identified and recorded. Holes in the liner resulting from destructive seam test sampling shall be
immediately repaired by patching the sampled area with identical liner material. The patch must
extend a minimum of six inches beyond the repair area in all directions. The integrity of the repaired
test sampling locations shall be confirmed by the non-destructive testing methods described above.
Minimum Test Sample Dimensions. The test sample width shall be determined as the width of the
field seam plus six inches on both sides of the seam. The test sample length shall be forty-eight
(48) inches.
Distribution of Test Samples. The test sample described above shall be cut into three equal
segments. One segment of the sample shall be submitted to the Construction Manager for
laboratory (or field) testing. One segment to the Contractor and the remaining segment to the
CPFA.
21 0-2.1.5 Preparation of Test Samples
A. Conditioning. Conditioning of the test samples prior to testing is mandatory. Field seams
produced using a chemical fusion agent must be allowed to cure until the required strength values
are achieved. Accelerated curing may be accomplished by conditioning the samples at temperature
of 158E F for 16 hours. Following the accelerated cure period, a post-cure conditioning period of at
least 1/2 hour at ambient conditions prior to testing is required. The use of accelerated curing shall
require approval from the Construction Manager. The samples shall be considered ready for testing
when the chemical fusion agent odor is no longer detectable. -2-
B. Sampling. Test specimens shall be prepared as per Technical Conditions, above.
C. Testing. Samples shall be tested in order to determine bonded seam strength and peel
adhesion. The testing shall proceed as described by ASTM D882 and ASTM D413 as modified by
the National Sanitation Foundation, Standard Number 54-1 991.
210-2.1.6 Acceptance of Destructive Test Results
Destructive test results that demonstrate a minimum of 100% of the directional tensilekheer strength
of the PVC material and a value of 10 Ibs. per inch minimum peel strength shall be accepted as
evidence of the liner's integrity.
21 0-2.1.7 Remedial Action for Destructive Test Failures
One of the following procedures shall apply whenever a sample fails a destructive test. The
Construction Manager shall have the authority to decide which procedure to use.
A. The entire field seam shall be reconstructed between two test locations shown to have
acceptable results; one located on either side of the failed sample.
B. The seam shall be traced outward to intermediate points (a maximum of 10 feet from the failed
sample in each direction) and sampled for additional testing. If the samples are found to provide
acceptable test results, the seam is reconstructed between these two sample locations. If an
intermediate sample fails, the above process (A) shall be utilized. All reconstructed seams shall
be defined by two locations from which samples passing other destructive tests have been
taken.
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Revised 10/08/03 Contract No. 39721-2 Page 120 of 162 Pages
C. Reconstruction of field seams shall be accomplished by either removing the suspect seam,
repositioning panels and reseaming or by installing a cap strip to cover the seam under
reconstruction. Cap stripping shall extend a minimum of 6 inches beyond the reconstructed
seam in all directions.
-.
210-2.1.8 Verification of Repairs Any repair requiring a patch or cap strip shall be identified on the "As-Built" record drawings. Each
repair shall undergo non-destructive testing as described in technical conditions, above. Repairs
which pass the non-destructive testing shall be accepted as an indication of proper repair. Failed
tests shall result in reconstruction and re-testing of repair area until a passing result is obtained.
21 0-2.1.9 Trial Seams
The Construction Manager may, at its sole discretion, require "trial seams" to be made by the
Contractor on a periodic basis or in lieu of some destructive testing. Trial seams may be required for
each seaming crew, required once per day, every time equipment is change, significant changes in
site conditions (incl. Weather) are experienced, or as may be otherwise required. Trial seam dimensions and testing requirements shall be as previously specified.
21 0-2.1 .I 0 Guarantees
Material. All construction materials and equipment shall have a minimum of one (I) year guarantee
by the Contractor for defects in material and workmanship from the date of certified final completion
and Owner acceptance of the entire project system. The membrane liner shall have a separate
guarantee by the lining manufacturer as specified elsewhere in this specification.
PVC Membrane Lining Guarantee. The membrane lining material and the seam materials shall be
guaranteed by the manufacturer/supplier of the material to have an effective life of at least ten (10)
hears. Provided the lining and seams remain continuously protected against exposure and physical
damage. This warranty shall guarantee "Pro-Rata" replacement cost of the defective or deteriorating
material as a result of physical or chemical changes which render the lining ineffective as a waterproof membrane. Should defects or premature loss of use occur, the material supplier shall
supply, repair or replace the material on a "Pro-Rata" basis at the current price in such a manner as
to charge the Owner for that portion of the warranted ten year life which has elapsed since the
material was purchased. A certified guarantee document including the above mentioned
requirements, in writing, shall be submitted to the Owner with copies provided in the 0 & M Manuals.
Workmanship. The Contractor shall guarantee his workmanship for a period of one (1) year. The
entire project including but not limited to pumps, pipes, equipment, lining, concrete shoreline, concrete veneer, aeration units, flow control structures, etc. Shall exhibit no measurable water loss
from leakage. Should measurable losses, in excess of the allowable water leakage for piping
systems as contained in the Los Angeles County Public Works Engineering Design Guidelines, and
the calculated evaporation losses in the lake occur after filling of the lake and/or during the one (1) year guarantee period, the Contractor shall be responsible for locating and eliminating the leakage, at no additional cost to the Owner. If, due to the fault of the lake Contractor's workmanship, the lake
and/or piping system must be drained to effect repairs, the lake Contractor shall be responsible for
all associated costs of replacing or repairing the damage, refilling of the lake to the designated water surface elevations, any required retesting of the facilities, and complete site restoration as needed. The Contractor shall also be responsible to provide whatever is necessary to maintain the ongoing operation of the lake system including the construction of temporary facilities and the set-up of any temporary pumping facilities as needed. A certified guarantee document including the above
mentioned requirements in writing, shall be submitted to the Owner with copies provided in the
0 & M Manuals.
h
Revised 10108103 Contract No. 39721-2 Page 121 of 162 Pages
SECTION 212 - LANDSCAPE AND IRRIGATION MATERIALS
Property
Dry Weight Nitrogen
Dry Weight Passing 25 mm (1”) Sieve
Dry Weight Passing #4 Sieve
Dry Weight Passing #50 Sieve
Dry Weight Passing #IO0 Sieve
Salinity
Iron ( Dilute acid soluble on dry weight basis)
Ash (dry weight basis)
pH
Dry Weight Passing #I6 Sieve
Dry Weight Passing #30 Sieve
Wettability
rc- 212-1 LANDSCAPE MATERIALS.
Minimum Maximum
(1) (1)
100% 100%
95% 100%
45% 65%
30% 40%
0% 10%
0% 2%
(1) (1) 0.08%
0% 6.0%
6.0 7.0
---
(1) (1)
21 2-1.2.3 Commercial Fertilizer. add the following: Preplant fertilizer shall be granular commercial
fertilizer 7-7-7 or approved equal. Postplant fertilizer shall be 12-4-6 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 20-1 0-5 analysis.
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):
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 agricultural laboratory does fulfill the
requirements of Western States Laboratory Proficiency Testing Program Soil and Plant Analytical
Methods”. Said submittal shall be in accordance with Section 2-5.3.3.
212-1.2.5 Mulch for Hydraulic Method Seed Lawn Planting. Add the following: The terms
Hydroseeding and Hydroseed shall be synonymous with Hydraulic for the purposes of Section 212.
Disturbed Areas, Southern Willow Scrub and Riparian Scrub and Upland Transition Zone 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
.-
Revised 10108103 Contract No. 39721-2 Page 122 of 162 Pages
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 minute per square meter (0.075 gallons
per minute per square foot) onto a surface inclined at a 2:l (horizontal: vertical) slope to pass
through the membrane. A non-phyto-toxic wetting agent 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”, “M-Binder“, or approved equal.
212-1.3 Seed. Add following: The quantity of pure live seed supplied shall meet or exceed the
quantity 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. Seed
shall be received by Contractor in separate containers specifying kind, quantity, purity, and
germination. Contractor shall provide the Engineer with each seed bag label used in the Work.
212-1.4 Plants.
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 (I 979).
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 outside the County in which they are to be
planted. Evidence that clearance has been obtained shall be filed with the Engineer. All plants
furnished by the Contractor shall be true to type or name as shown on the plans and shall be tagged
identifying the plants by species or variety; however, determination of plant species or variety will be
made by the Engineer and the 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 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 size 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 such plants, whether in place or
not, shall be marked as rejected, and immediately removed from the site and replaced with new
plants by the Contractor at the Contractor’s expense. The Engineer reserves the right to change the
-
@ Revised 10108/03 Contract No. 39721-2 Page 123 of 162 Pages
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 ball
or is dry or in a wilted condition when delivered to the planting area will not be accepted, and shall
be replaced by the Contractor at the Contractor's expense. Each plant shall be handled 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 condition 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 notify 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 (10") 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 strong-growing 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).
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.
Rejection or Substitution. All plants not conforming to the requirements herein specified, shall be
considered defective, and such plants, whether in place or not, shall be marked as rejected and
immediately removed from the site of the work and replaced with new plants by the Contractor, at
his expense.
Right to Changes. The CPFA 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 does not exceed the cost
of plants in the original bid, and with the provision that the contractor shall be notified, in writing, at
least thirty (30) days before commencement of planting operations.
Pruning. At no time shall the trees or plant materials be pruned, trimmed or topped prior to delivery,
and any alteration of their shape shall be conducted only with the approval and in the presence of - the resident engineer.
Revised 10/08/03 Contract No. 39721-2 Page 124 of 162 Pages
Handling and Protection. All plants at all times shall be handled and stored so that they are
adequately protected from drying out, from wind burn, or from any other injury. Any plant
determined by the resident engineer to be wilted shall be rejected at any time during this project,
whether in the ground or not. All plants shall be handled solely by their containers. Any plant that
has been handled by its stem or trunk shall be rejected. The Contractor's on-site plant storage area
shall be approved by the resident Engineer prior to the delivery of any plant material.
r_l
Guarantees. All trees shall be guaranteed for one (1) year from final acceptance of project (at the
completion of the plant establishment and maintenance period). All other shrub plant material shall
be guaranteed for six (6) months from final acceptance. All hydroseeded areas shall be monitored
as dictated by the state agencies for mitigation areas.
212-1.4.5 Sod and Stolons (Turf Grass)
Lawn shall be 419 Hybrid Bermuda Sod. The location and areas of sod shall be as shown on the
plans.
212-1.5.3 Tree Stakes.
lodgepole pine, pointed on their driven end.
Modify as follows: Tree stakes shall be 50mm (2) diameter turned
212-2 IRRIGATION SYSTEM MATERIALS.
212-2.1 Pipe and Fittings
212-2.1.1
installation of the irrigation system are based on United States of America sourced materials.
General Add the Following: Specifications for materials to be used in the
All references to testing and approval agencies are as follows:
ANSI:
ASAE:
ASME:
ASTM:
AWA:
MSS:
NEMA:
NSF:
UL:
American National Standards Institute
American Society of Agricultural Engineers
American Society of Mechanical Engineers
American Society for Testing and Materials
American Water Works Association
Manufacturers Standardization Society
National Electrical Manufacturers Association
National Sanitation Foundation
Underwriters Laboratories, Inc.
All dimensional sizes included in these specifications and the accompanying plans and drawings are
based on the English System of measurement. Metric equivalents of nominal sizes are provided for
reference.
Material Approval: Bids are to based upon
submit the alternative to a listed item, the
1 the materials as specified. If the Contractor wishes to
Contractor shall include descriptive literature for the
@ Revised 10108/03 Contract No. 39721-2 Page 125 of 162 Pages
alternative item and a cover letter indicating the cost difference to be applied to the bid price. The
decision to accept or reject any alternative items submitted will be made by the Designer and Owner
during consideration of the bids. f-
The successful bidder will be required to furnish three (3) copies of a list of the materials, complete
with manufacturer's name and model numbers, which are not named by brand or model number in
the Plans and Specifications and upon which the Contractor's bid is based. Award of the Contract
will not be made until such list is received and approved by the Owner.
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 utility 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 sizes 50 mm (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 utility marking tape. All pipe shall
have stenciling appearing on both sides of the pipe with the marking "Reclaimed Water" in 16 mm (5/{)
high letters repeated every 300 mm (12"). PVC non-pressure buried lateral line piping shall be PVC
Schedule 40.
212-2.2.7 Valve Boxes. Add the following: All valve boxes shall be marked "RCV, "BY 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.
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.
7
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 plans.
Backflow preventer shut-off valves shall be manufactured from iron or bronze and shall be either
resilient wedged gate valves, resilient seated and fully ported ball valves, or resilient seated buttemy
valves. Threaded type shut-off valves shall be provided with a union on one side of each valve.
Unions shall be brass or malleable iron.
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-Bird-8 or approved equal
as called on drawings, with four ports. Drip tubing for emitter outlets shall be Rainbird (RBT-lGOV),
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 heavy-duty virgin PVC
construction with FIP thread inlet and outlet. Internal parts shall be stainless steel and neoprene.
Antidrain valves shall be field adjustable against drain out from 1.5 m to 12 m (5' to 40') of head. All
sprinkler heads that are without valves in the heads are to have an antidrain valve feature and shall
-
e Revised 10/08/03 Contract No. 39721-2 Page 126 of 162 Pages
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. 1
212-3 ELECTRICAL MATERIALS.
212-3.1 General. Add the following:
the 1996 National Electrical Code.
All electrical materials shall conform to the requirements of
212-3.2.2 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. All controllers shall be grounded by one 19 mm
(5/8") diameter by 3 m (10') long stainless steel grounding rod and a 50-ohm resistance lightning
arrestor.
Add the following:
SECTION 21 3 - ENGINEERING FABRICS
213-2 GEOTEXTILES.
213-2.1 General. Add the following: Geotextile types shall be used for the applications listed in
Table 21 3-2.1 (A) 1
Table 213-2.1(A)
GEOTEXTI LE APPLICATIONS
Application of Geotextile
Separation of Soil and Street Structural Section
Separation of Soil and Subsurface Aggregate Drain
Reinforcement of Street Structural Section
Remediation and Separation of Soil
Reinforcement of Soil
Drainage at the Interface of Soil Structures
Drainage at the Interface of Soil and Structures
Rock Slope Protection Fabric for Rock Sizes Below 225 kg (% Ton)
Rock Slope Protection Fabric for Rock Sizes Including and Above 225
kg (% Ton)
Plant Protection Covering
Erosion Control Fence with 14 AWG - 150 mm x 150 mm (Vx6") Wire
and 3 m (1 0') Post Spacing
Erosion Control Fence with 1.8 m (6') Post Spacing and No Wire
Fencina
Type z$snation 1
270WS
NIA I
N/A
180N
250N
90N
9ows
200ws
Add the following section:
213-3 EROSION CONTROL SPECIALTIES.
Add the following section:
@ Revised 10108/03 Contract No. 39721-2 Page 127 of 162 Pages
213-3 Gravel bags. Gravel bags for the use of temporary erosion control shall be burlap type,
filled with no less than 23kg (50 Ibs) of 19 mm (3/qU) crushed rock and securely tied closed. Plastic
bags are not acceptable. -
TFPM
SECTION 214 PAVEMENT MARKERS
DAPCO Davidson Plastics Company, 18726 East Valley Highway,
Kent, Washington 98032,
Telephone (206) 251-8140.
214-5 REFLECTIVE PAVEMENT MARKERS
Type
Safe-Hit SH236MA
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.
Manufacturer of Distributor
Safe-Hit Corporation
1930 West Winton Avenue, Building #I 1
Hayward, CA 94545
TABLE 214-5.1(A)
Carsonite "Super Duck" SDF-436
TEMPORARY REFLECTIVE PAVEMENT MARKERS
Type Manufacturer of Distributor I
Telephone (41 5) 783-6550
Carsonite international Corporation
Rep0 "The Replaceable Post"
Add the following section:
14-5.2 Permanent Reflective Channelizer. Reflective Channelizer shall be new surface-mounted
type and shall be furnished, placed, and maintained at the locations shown on the plans. Reflective
channelizer posts shall be orange in color. Reflective channelizers 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.
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2900 Lockheed Way
Carson CPFA, NV 89701
Telephone (702) 883-51 04
Western Highway Products
P.O. Box 7
Stanton, CA 90680
Telephone (800) 422-4420
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 certify that the permanent reflective
channelizers 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 the
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@ Revised 10/08/03 Contract No. 39721-2 Page 128 of 162 Pages
approved quality control program.
Revised 10108/03 Contract No. 39721-2 Page 129 of 162 Pages
SUPPLEMENTAL PROVISIONS
TO
STANDARD SPECIFICATIONS FOR PUBLIC WORKS
CONSTRUCTION
PART 3, CONSTRUCTION METHODS
SECTION 300 - EARTHWORK
300-5 BORROW EXCAVATION.
300-7.5 Grading.
Add the following section:
300-7.5.1 Finish Lake Grading
Prior to start of work, Contractor and Owner‘s representative shall examine excavation by others for
compliance with contract documents. Commencement of work by Contractor means acceptance of
site conditions. All costs for finish grading work shall be included in the PVC liner unit price bid item
provided in the bid schedule.
Subgrade Preparation
The subgrade upon which the membrane lining is to be placed shall be prepared immediately prior to placing the liner. The lake Contractor shall prepare the subgrade such that it shall be free from
earthen clods, rocks and cobbles larger than 3.4” in diameter and rubbish or other foreign materials.
The surface of the completed subgrade shall be smooth, uniform and free from sudden changes in
grade other than at designated slope areas.
-
Grading Outside the Shoreline Edge
The Contractor shall coordinate his work with the Grading Contractor and shall bring any
discrepancies or problem areas to the attention of the Construction Manager prior to the completion of the work.
Regrading of Lake Sides
The lake shall be mass graded by the Mass Grading Contractor (by others) according to the grades
shown in the mass grading plans. The Lake Contractor shall perform fine grading as required to
produce slopes and grades shown on the construction plans. Any regrading shall be made through additional cutting and/or filling excavation and any excess soil generated shall be wasted in the designated soil surplus area.
300-12 ROCK SLOPE PROTECTION FABRIC.
c
Add the following section:
300-12.1 Preparation of Subgrade. Prior to placing rock slope protection fabric the Contractor
shall clear the surfaces upon or against which rock slope protection fabric is to be placed of loose or
extraneous material and sharp objects that may damage the fabric during installation. Equipment or
vehicles shall not be operated or driven directly on the rock slope protection fabric. Rock slope
protection fabric damaged during placement shall be replaced or repaired by the Contractor at its
expense as directed by the Engineer.
@ Revised 10/08/03 Contract No. 39721-2 Page 130 of 162 Pages
Add the following section:
300-12.2 Placement. The Contractor shall place rock slope protection fabric prior to placing rock
slope protection. The Contractor shall grade surfaces to be covered by rock slope protection so as to
provide full support for the fabric. Rock slope protection fabric shall conform to the provisions in
Section 213-2, "Geotextiles," and shall be placed by the Contractor in accordance with the details
shown on the plans and as specified herein. The Contractor shall handle rock slope protection fabric
with care that it is not torn or stretched and place it in accordance with the manufacturer's
recommendations, these specifications and as directed by the Engineer. The Contractor shall place
and fit rock slope protection fabric loosely upon or against the surface to receive the fabric so that
the fabric conforms to the surface without damage when the cover material is placed. Rock slope
protection fabrics shall be joined, at the option of the Contractor, either with overlapped joints or
stitched seams. When fabric is joined with overlapped joints, all adjacent borders of the fabric shall
be overlapped not less than 610 mm (24"). The fabric shall be placed such that the fabric being
placed shall overlap the adjacent section of fabric in the direction the cover material is being placed.
When the fabric is joined by stitched seams, the fabric shall be stitched with yarn of a contrasting
color. The size and composition of the yarn shall be as recommended by the fabric manufacturer.
The number of stitches per 25 mm (1") of seam shall be 6 f 1. The strength of stitched seams shall
be the same as specified for the fabric, except when stitched seams are oriented up and down a
slope the strength shall be a minimum of 80 percent of that specified for the fabric. Fabric damaged
beyond repair, as determined by the Engineer, shall be replaced by the Contractor and no additional
payment will be made therefore. Repairing damaged fabric shall consist of placing new fabric over
the damaged area. The minimum fabric overlap from the edge of the damaged area shall be 1 m
(3') for overlap joints. If the new fabric joints at the damaged areas are joined by stitching, the
stitched joints shall conform to the requirements specified herein. Damaged fabric that is suitable for
repair, as determined by the Engineer, shall be repaired by the Contractor and no additional
payment will be made therefore.
Add the following section:
300.12.3 Measurement and Payment. Payment for rock slope protection fabric will be included in
the unit and/or lump sum prices for items which have said fabric in their design and no additional
payment will be made therefore.
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 "150mm (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
base or subbase material placed on them, or curb, gutter, curb and gutter, alley pavement, driveway
or sidewalk constructed over them to no less than 95 percent maximum dry density as determined
by ASTM test D-1557-91. In areas of general golf course fill areas, where no structures will be
constructed, the Contractor shall compact to a minimum relative compaction of 85 percent as
determined by ASTM Test D-I 557-91. These structural improvements include the commercial area,
the clubhouse, bridges, slopes steeper than 3 to 1 (horizontal to vertical) and other areas of
sensitive improvements, such as storm drains, are proposed. 4
301-1.7 Payment. Modify the first paragraph as follows: Payment for subgrade preparation shall be
Revised 10108/03 Contract No. 39721 -2 Page 131 of 162 Pages
_.
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
302-5 ASPHALT CONCRETE PAVEMENT.
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 dirty 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 Contractor shall provide an on-site
backup paving during all paving operations. A backup asphalt windrow pickup machine (ASPWP) will
be required at all times when a ASPWP is used. 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.
-c
302-5.6.1 General. Modify as follows: Second paragraph, Part (2), add: Pinched joint rolling
procedures shall be required, and vibratory rollers shall be limited to breakdown, unless otherwise
directed by the Engineer.
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
Revised 10/08/03 Contract No. 39721-2 Page 132 of 162 Pages
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
3. Concrete placement sequence.
4. Erection and removal sequence.
5. Deflection values for the falsework that include recommended methods to compensate for
falsework.
falsework.
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.
Add the following section:
303-1.9.6 Architectural Treatment on Tunnel
Manufactured Stone Veneer shall be applied to Tunnel with a mortar bond coat as shown on the plans and in accordance with the provisions in these special provisions.
Manufactured stone veneer shall be “Cultured Stone”, produced by Stone Products Corporation. The stone type, color and layout shall be as shown on the plans. Cultured Stone, Type: Blend 80% Chardonnay Southern Ledgestone and 20% Dressed Fieldstone.
Trim Products: Cultured Stone, Type: Trim Stones 6” x 8” Taupe
Mortar: In accordance with manufacture’s recommendations.
Surfaces of concrete against which manufactured stone veneer is to be placed shall be abrasive blasted to remove foreign substances, such as paint, tar, oil and curing compounds and to partially expose air bubbles and provide a roughened sandy texture.
Manufactured Stone veneer shall be applied in accordance with the manufacturer’s installation instructions.
Measurement and Payment. Manufactured Stone veneer architectural finish will be measured and paid for
by the square foot.
The contract price paid per square foot for architectural treatment (manufactured stone veneer) shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work involved in architectural treatment, complete in place, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed 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 6”) 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.
Revised 10/08/03 Contract No. 39721-2 Page 133 of 162 Pages
303-5.1 Requirements.
Add the following section: 303-5.1.4 Cart Path Construction. The work covered in this section includes furnishing all
material, labor, and equipment to install a subgrade, concrete path surface, and cleaning and tie-in after installation is completed.
rc
Cart path alignment shall generally follow the course as shown on the "Grading Plans." Final
alignment shall be approved and will be subject to minor changes prior to pouring if deemed
necessary by the Owner and Engineer.
A. Excavation
Excavation shall extend to a depth necessary to produce a finish grade that is one inch (1") above
finish outside grade.
B. Subgrade
Subgrade shall be finished to a smooth even surface. Any fills shall be compacted in six inch (6")
lifts to 95% density. All other subgrade shall also be compacted to 95% density using a steel
wheeled roller weighing not less than five (5) tons.
C. Concrete
All concrete shall be 3,000 PSI strength at 28 days curing time on 2 inch thick compacted type II or
ABC.
Reinforcement shall be fiber-mesh product in the concrete mix.
- Pigment samples for colored concrete shall be submitted to the OWNER and Engineer for approval.
Pigment shall be added to the concrete before pouring.
Placing and working of concrete shall be done according to industry standards.
Cart path shall have perpendicular expansion joints at a maximum of every 80'.
Cart path typical width is 8' wide from inside curb or curbs.
Turnouts for greens, tees, etc. shall be 12' wide and maintain this width for a minimum of 20' then
tapers back on both sides.
Two-way traffic shall be a minimum of 12' wide.
Heavy broom finish shall be perpendicular to the path length after the diagonal control joints have
been struck.
Paths shall have a heavy broom finish at right angles to the path edge.
Any part of the work not consistent with industry standards for construction and finishing will be
rejected by the OWNER AND Engineer and must be promptly replaced. Any part of the path
damaged after pouring must be repaired or replaced as approved by the OWNER and Engineer.
D. Curbing
All curbing, as indicated on the "Grading" Plans shall be a hand formed 4" X 4" concrete curb. /c-
Revised 10/08/03 Contract No. 39721-2 Page 134 of 162 Pages
E. Path pull-outs
Sewer Service Lateral
Sewer Service Lateral
Irrigation Water Lateral or Sleeve
All cart path pull-outs shall be located on the "Grading" Plans and field approved by the OWNER
and Engineer prior to pouring.
S
S
RW
F. Clean-up
Contractor shall be responsible for any clean-up, including hauling from the site, debris and any
excess materials, Le., forms, stakes, concrete, rock, etc. Contractor shall regard both sides of
poured cart path to blend with the adjacent areas after forms have been removed and clean-up
completed.
G. Precautions
Any crossings of the cart path after installation by equipment shall be ramped with earth to prevent
any cracking or chipping.
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 303-5.5.2(A)
303-5.9 Measurement and Payment. add the following: Curb and gutter, and curb, shall be
considered as continuing across driveways and access ramps when constructed adjacent thereto.
Neither curb and gutter nor curb will be paid for across the length of local depressions, except that
which occurs in gutter transitions at each side of an inlet.
303-6 STAMPED CONCRETE.
303-6.1 General. Add the following: Concrete shall be 560-C-3250 with 6"x6" - 10 guage wire
mesh throughout.
303-6.3.1 Method A (Dry Shake). add the following: Color shall be approved by the Engineer and
Owner. Color shall match existing color in medians as shown per plan and approved by the
Engineer.
303-6.4 Pattern. add the following:
or equal to match existing medians as shown per plan and approved by the Engineer.
Pattern shall be approved by the Engineer and Owner pattern
Add the following:
303-6.6 Measurement and Payment. Payment for colored, stamped concrete paving shall be
paid under the contract unit price bid per square foot for median concrete paving. Said payment
shall include compensation for all excavation, grading, backfill, permeable material, forming, mesh,
reinforcing steel, concrete, integral color, texture sealers, and other material necessary to construct
303-3.1 1 Precast Wet Well and Vault Structures
the specific paving. -
@ Revised 10/08/03 Contract No. 39721-2 Page 135 of 162 Pages
303-3.1 1 .I General
Precast wet well and vault structures [and all precast units] shall be per Quickset Concrete
Products, or approved equal and to size shown on the plans. All precast manhole sections shall be
manufactured in a plant specifically designed for this purpose.
/L
303-3.1 I .2 Design Loads
Design Loads shall consist of dead load, live load, impact, and in addition, loads due to water table,
hydraulic operations, equipment operations, and any other loads which may be imposed upon the
structure. Live loads when applicable shall be H-20 and/or H-20 S-16 per AASHTO standard
specifications for highway bridges with revisions. Design wheel load shall be 16 Kips. The live load
shall be that loading which produces the maximum stresses and bending moments in the structure.
303-3.1 1.3 Joint Sealant
The joint sealant shall be as provided by the vault manufacturer and shall be installed in quantities
recommended by the vault manufacturer.
303-3.1 1.4 Pipe Penetrations
Pipe penetrations shall be located and sized as shown on the plans, and shall be a minimum of 6”
larger than the pipe diameter. All penetrations shall be sealed with non-shrink grout and shall be
watertight.
303-3.1 1.5 Structure Backfill
The Contractor shall backfill around the wet well or vault structure where shown on the plans. The
fill material shall be free of foreign matter, debris and large rocks or clods and placed around the vault in 6 inch lifts and compacted to 90% relative density. The Piping Contractor shall take special
precautions to insure uniform compaction around the pipes where they enter and exit the structure
and to insure that the pipes are not damaged during backfill operation. Contractor shall comply with
the Los Angeles County Public Works Engineering Design Guidelines in conjunction with above
requirements as applicable.
-
303-3.12 Concrete Veneer Installation
303-3.12.1 General
A wire reinforced concrete veneer cover shall be installed over the membrane liner by the Lake
Contractor where shown on the plans.
303-3.12.2 Wire Mesh
1.2 inch by 1.2 inch by 20 gauge octagonal wire mesh shall be placed over the membrane liner in
all areas to receive a concrete veneer. The wire shall be laid in a continuous layer, with adjacent
edges over-lapping 8.0 inches (minimum) and secured to another by the use of hog rings or other
appropriate clips which cannot puncture the liner.
303-3.12.3 Concrete
The concrete shall be placed over the wire. All wire shall be covered with concrete such that no
wire is visible on the surface or edge of the concrete except where indicated on the plans. The
concrete shall be rough, broom finished, and water sprayed, chemical or membrane cured to
prevent excessive cracking during or after curing. All cracks T and wider shall be caulked with an
approved sealant. Curing operations shall be one or both of the following methods: (1) application
of a light spray of water, three times a day for three consecutive days beginning the following A.M.;
or (2) spray application of an approved exterior curing compound. No concrete admixtures for
curing will be allowed. +---
a Revised 10/08/03 Contract No. 39721-2 Page 136 of 162 Pages
303-3.12.4 Concrete Placement Methods
Placement of the concrete for the veneer shoreline may be done by conventional form work, Slip
Form or Shotcrete application methods, all in accordance with the plans and specifications. Any
method which is chosen by the contractor shall require an "Application Method Plan" submittal to be
submitted to the construction Manager for review and approval prior to construction of the
shoreline. For any method chosen, the Contractor must meet the accepted industry standards for
that type of concrete placement method (i.e. AST)
303-3.1 3 Sculptured Shoreline Construction
General
An artificial shoreline shall be constructed that has the appearance of a natural eroded soil around
the lake perimeter as indicated on the plans.
Concrete Color
All Concrete shoreline shall be color stained. Concrete color shall be Desert Varnish by Eonite
Technologies (Santa Ana), Calif. (714) 731-0906) or an approved equal. Varnish shall be applied
to the concrete after the concrete has cured for 7 days and is completely dry. The concrete shall be
stained to blend as closely as possible with the color of the native soils, or to the color selected by
Owner. Submit color sample on 12 inch concrete sample to Engineer for approval. The Concrete
Color shall be applied after any patching of concrete if finished.
303-3.1 3.5 Leakage Test
Contractor is responsible for filling the Lake System with water provided by the owner to the static
water surface elevations indicated on the plans. Once the Lake system is filled, Contractor shall
immediately notify the Construction manager to conduct a leakage test. -
Passing the leak test is one of the requirements needed to be met in order for the Contractor to
obtain substantial completion of the Lake system. Leakage tests will be performed by the
Construction Manager for a period of one (I) week, measured twice daily. Water losses will be
measured to the nearest .001 inch using a stationary staff gauge. An evaporation adjustment will be
performed by the Construction Manager using a certified U.S. Weather Service Class A Evaporative
Pan (4' ft. dia. X 10: H). Evaporation shall hook gauge to the nearest 0.001 in., and corrected for
heat losses through the walls of the pan and for differences in advected energy between the pan
and feature, so that a reliable estimate of evaporation can be made. The ratio of the water losses to
the corrected pan evaporation shall be less than or equal to (I> 0.7 average. Any rainfall during the
leakage test period will invalidate the test and will require a retest.
The Contractor will be responsible to set-up and install the Owner provided evaporation pan in the
filled lake being tested in attempts to closely duplicate the actual condition.
SECTION 306 - UNDERGROUND CONDUIT CONSTRUCTION
306-1 OPEN TRENCH OPERATIONS
Add the following section:
306-1.1.7 Steel Plate Bridging - With a Non-Skid Surface. This section covers the use of steel
plate bridging. The Contractor shall not employ the use or use steel plate bridging or trench plate
that does not meet the requirements of this section both in application and circumstance of use. -,
e Revised 10/08/03 Contract No. 39721-2 Page 137 of 162 Pages
Add the following section:
306-1 .I .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 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.
4. Weather conditions.
The following formula shall be used to score the permitted use of steel plate bridging:
PS = [ ADT + EWL + DAYS + 10 X WEEKEND + 5 X NIGHTS + 20 X WEATHER + SPEED (kmh) + SLOPE X 1001 X LANES
1000 8
PS = [ ADT + EWL + DAYS + 10 X WEEKEND + 5 X NIGHTS + 20 X WEATHER + SPEED (mph) + SLOPE X 1001 X LANES
1000 5
where:
PS
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 the site
being considered.
total number of Saturdays, Sundays and holidays that the plates will be utilized
at the site being considered.
total number of overnight periods that the plates will be in place, exclusive of
Saturday, Sunday and holiday nights.
total number of 24-hour periods that the plates will be utilized at the site being
considered when the possibility of rain exceeds 40 percent.
the design speed in kilometers per hour or miles per hour, as applicable in the
formulae above, of the street where the plates are to be installed. This number
the quotient of the vertical differential divided by the horizontal distance. 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.
shall not be reduced for construction zone speed reductions.
When the computed value of the plate score exceeds 50, steel plate bridging shall not be used
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 health or
-
Revised 10/08/03 Contract No. 39721-2 Page 138 of 162 Pages
safety of workers or the public the Contractor shall install shoring conforming to Section 7-10.4.1 of
the Standard Specifications. The trench shoring shall be designed and installed to 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 .I .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 the
b) Steel plates used for bridging must extend a minimum of 610 mm (2’) beyond the edges of
c) Steel plate bridging shall be installed to operate with minimum noise.
sole discretion of the Engineer, it is approved as specified hereinbefore.
the trench.
When the use of steel plate bridging and shoring is approved by the Engineer, the Contractor shall
install using either Method (1) 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 Kdhr (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 shall not exceed
25 mm (1”) and shall be filled with elastomeric sealant material which may, at 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(B) and 203-5.3(A) .
-
Method 2 [For speeds 70 Kdhr (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 %”) 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 all edges of the steel plates. When steel
plates are removed, the dowel holes in the pavement section shall be completely filled with
elastomeric sealant material. At the Contractor’s option, 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:
306-1.1.7.4 Materials. The minimal thickness of steel plate bridging shall be as shown in Table
306-1.1.7.4(A)
@ Revised 10/08/03 Contract No. 39721-2 Page 139 of 162 Pages
Maximum Trench Width (I)
0.3 m (Io”)
0.6 m (23”)
0.8 m (31”)
1.0 m (41”)
1.6 m (63”) I 32 mm (1 T)
(1) For spans greater than 1.6 m (57, 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.
Minimum Plate Thickness
13 mm (I/*”)
19 mm (3/4n)
22 mm (7/8”)
25 mm (1”)
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 be made. No
extension to contract time will be allowed for, or because of, the use of steel plate bridging.
c
306-1.2.1 Bedding. All installation of, and bedding for recycled water, or potable water mains shall
conform to Carlsbad Municipal Water District Rules and Regulations for the Construction of (Potable
or Reclaimed) Water Mains, latest edition.
306.1 2.2 Pipe Laying. Add the following: The Contractor shall place electrical conduit per
SDG&E plans, Construction Order No. -, Project No. . San Diego Gas and Electric shall perform undergrounding work on Palomar Airport Road and the realignment of the gas main.
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 x 75 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.
306-1.4.1 Testing Pipelines
Revised 10/08/03 Contract No. 39721-2 Page 140 of 162 Pages
All gravity and recirculation pipelines shall be subjected to a field hydrostatic pressure of 50 PSI for a
period of two hours per standard public works engineering design guidelines. One hundred percent
of the pipeline lengths shall be tested. All concrete anchor blocks shall be per Los Angeles County
Public Works Engineering Design Guidelines and shall be allowed to cure a sufficient time to
develop adequate thrust resistance. The pipeline shall not be tested until it has been filled with
water for a minimum or 24 hours. Before testing, the pipe shall be backfilled with 2 1/2 feet of
material or center loaded to hold the pipe in place while testing. The water necessary to maintain
this pressure shall be measured through a meter. Any noticeable leaks shall be repaired and any
defective pipe shall be replaced with new sections prior to commencing a retest. Test sections shall
be physically isolated from previously tested pipelines, existing pipelines or main lines prior to
connecting the new line. Tests shall be conducted with the open ends of pipe, valves and fittings
suitably closed with plugs or caps as necessary. Valves shall not be operated during the testing
procedures. All testing shall be inspected by the Construction Manager.
-
306-1.5 Trench Resurfacing.
306-1 S.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. When
temporary bituminous resurfacing materials are used in lieu of permanent resurfacing it shall be
removed and replaced with permanent resurfacing within 7 days of placement. No 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.
306-1 52 Permanent Resurfacing. Add the following: Except as provided in section 306-1 5.1,
“Temporary Resurfacing,” the Contractor shall perform permanent trench resurfacing within 24
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 SDG&E and conduit for SDG&E’s
electric conversion shall be made on the basis of contract lump sum price for utilities underground-
ing 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 (X”) 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 308 LANDSCAPE AND IRRIGATION INSTALLATION
308-2 EARTHWORK AND TOPSOIL PLACEMENT
-.
308-2.3.1 General. Add the following:
@ Revised 10/08/03 Contract No. 39721-2 Page 141 of 162 Pages
Prior to planting, the Contractor shall apply pre-emergent, translocative, systemic herbicide (“Round-
Up”, or equal) to kill all broadleaf weeds and grasses present in planting areas, as requested by
Resident Engineer, according to manufacturer’s directions. Contractor shall wait 10-14 days after
application of herbicide, before commencing with landscape installation.
c
Soil Amendment
Agricultural Gypsum
Iron Sulfate
Calcium Carbonate Lime
Organic Soil Amendment
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 3-112: 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 308-4.5. 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 property
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(B) 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 308-2.3.2(C). If adjustments are necessary the soil shall be tested by the Contractor after
such adjustments for each soil property listed in Table 308-2.3.2(B) 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
hydroseed slurry the surface and root area shall be evenly and thoroughly moistened to no less than
75 percent of field capaCPFA. The Contractor shall certify, in writing, that the ground surface 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
hydroseed ing .
-
Metric Application Rate Approx. U.S. Application Rate
500 g per square meter 100 Ibs. per 1,000 square feet
50 g per square meter 10 Ibs. per 1,000 square feet
500 g per square meter 100 Ibs. per 1,000 square feet
0.041 15 cubic meters per square 5 cubic yards per 1,000 square
meter (average depth 41 mm) feet (average depth 1 5/8”)
Soil Property
PH Dissolved Salts
(ECd Liquid Limit
PlastiCPFA Index
Acceptable Range Test Method Repeatability Range of Test
6.5 to 7.3 Saturation Paste pH kO.1 pH
< 4.0 dS m-‘ Saturation Paste * 7%
N/A to 30 ASTM D 423 - +2
NP to 10 ASTM D424 *2
Soluble Salts
Revised 10/08/03 Contract No. 39721-2 Page 142 of 162 Pages
TA
SOIL P
475 pm (No. 40)
75 pm (No. 200)
ABLE 308-2.3.2(C)
’ARTICLE GRADATION
35 - 70
30 - 70
Sieve Size I Percent Passina
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 the following: The finish grade shall be defined as the surface of soil
following all grading, soil preparation, water settlement and repair and shall be smooth, uniform, and
free of abrupt grade changes and depressions to ensure surface drainage.
The Contractor shall take every precaution to protect and avoid damage to sprinkler heads, irrigation
lines, and other underground utilities during Contractor’s grading and conditioning operations.
All depressions where water will stand, all voids, erosion, settled trenches and excavations, and all
ridges and rises which affect the maintenance and mowing of the lawns with a gang-mower or which
visually are evident shall be filled with conditioned topsoil and/or removed by Contractor, leaving a
smooth, even finish grade.
I
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.
Finish grades shall be as indicated on the civil engineer’s drawings and landscape drawings.
Finish grades shall be measured as the final water compacted and settled surface grades and shall
be within plus or minus 0.1 foot of the spot elevations and grade lines indicated on the drawing.
Finish grades shall be measured at the top surface of surface materials.
Molding and rounding of the grades shall be provided at all changes in slope.
All undulations and irregularities in the planting surfaces resulting from tillage, rototilling and all other
operations shall be leveled and floated out before planting operations are initiated.
The Contractor shall take every precaution to protect and avoid damage to sprinkler heads, irrigation lines, and other underground utilities during his grading and conditioning operations.
Final finish grades shall insure positive drainage of the site.
Final grades shall be acceptable to the Golf Course Architect before planting operations will be
allowed to begin.
@ Revised 10108/03 Contract No. 39721-2 Page 143 of 162 Pages
Planting surfaces shall be graded with no less than 1 percent surface slope for positive drainage.
308-4 PLANTING.
c
308-4.1 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.
All rock and other growth or debris accumulated during the duration of the project shall be removed from the site.
Upon completion of all grading operations, soil samples (3 locations minimum) shall be taken by the
Contractor and analyzed by a soil laboratory. The result of these tests are to be reviewed by the Golf Course Architect for any required modifications to specified soil preparation.
Prior to excavation for planting or placing of plant materials, locate all underground utility lines still in
use and take proper precautions to avoid damage to such improvements. In the event of a conflict
between such lines and plant locations, notify the Golf Course Architect who shall arrange for the re-
location of one or the other. The Contractor assumes all responsibility for making any and all repairs
for damages resulting from work as herein specified.
Grading and soil preparation work shall be performed only during the period when beneficial and
optimum results may be obtained. If the moisture content of the soil should reach such a level that working it would destroy soil structure, spreading and grading operations shall be suspended until the moisture content is increased or reduced to acceptable levels and the desired results are likely to be obtained.
No planting shall be done in any area 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
capaCPFA. 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. Care shall be taken that the rate of application of water does not cause
erosion or sloughing of soils. 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.
7
All scaled dimensions are approximate. Before proceeding with any work, carefully check and verify
all dimensions and immediately inform the Golf Course Architect of any discrepancy between the
drawings and/or specifications and actual conditions.
Quantities for plant materials are shown for convenience only, and not guaranteed. Check and
verify count and supply sufficient number to fulfill intent of drawings. Certify and clarifications with
the Gold Course Architect.
Adequately stake, barricade, and protect all irrigation equipment, manholes, utility lines, and other
existing property during all phases of the soil amending planting and grading operations.
Shrub Samples Typical samples, three each of all varieties and sized (5 gallon and under) shrubs of all plant
rcI-
a Revised 10/08/03 Contract No. 39721-2 Page 144 of 162 Pages
materials shall be submitted for approval at the site a minimum of three days prior to planting
operations. Approved samples shall remain on the site and shall be maintained by the Contractor as
standards of comparison for plant materials to be furnished. Samples will be incorporated into the
work.
-
Planting Tablets ' 1 per each 50 mm width of each box-
size container
308-4.2 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.
1 per each 2" width of each box-
size container
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.
308-4.5 Tree and Shrub Planting. add the following: The Contractor shall amend the backfill for
planting holes to a thoroughly blended mixture of clean loamy soil meeting the requirements of
Tables 308-2.3.2(B) and 308-2.3.2(C) and then blend the amendments listed in Table 308-4.5(A)
into the backfill for planting holes.
4
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.
Planting backfill shall be a thoroughly blended mixture of excavated soil from the planting pits and
soil amendments with the following amounts per cubic yard of backfill:
Soil amendment
On-site soil
Gypsum
Soil conditioner (gro-power plus)
50%
50%
4 Ibs.
15 Ibs.
308-4.6 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.
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Revised 10/08/03 Contract NO. 39721-2 Page 145 of 162 Pages
308-4.7 GROUND COVER. Add the following: A fertilizer planting tablet (5 gram size) shall be
placed with each plant at the rate of one (1) tablet per flat plant.
308-4.8.2(b) Method 6. 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 thoroughly 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 color of the mulch as
a guide. The Contractor shall apply the slurry in a sweeping motion, in an arched stream so as to fall
like rain allowing the mulch fibers to built on each other until a good 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 coverage within thirty (30) days after the initial application
shall be reseeded every twenty (20) days until 80% of the ground surface is evenly covered by
hydroseeded or subsequently reseeded growth.
-
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
underground utilities and receive the approval of the Engineer before digging trenches. The
Contractor shall be responsible for damages caused by its operations. Connections shall be 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
308-5.2.3 Plastic Pipeline. Add the following:
Plastic pipe and fittings 3” (75 mm) and smaller shall be assembled as follows:
(1) Use care in handling, loading and storing to avoid damage. Store pipe and fittings under
cover and protect from sunlight prior to use. Transport pipe in a vehicle with a bed long
enough to allow the length of pipe to lay flat, so as not to be subject to undue bending or
concentrated external loading at any point. Any pipe that has been dented or damaged will
not be accepted.
(2) Pipe shall be cut square and connecting surfaces shall be clean and dry. Burrs shall be
removed inside and outside of pipe end. Pipe ends shall be chamfered on outside before
cc assembly.
Revised 10/08/03 Contract No. 39721-2 Page 146 of 162 Pages
(3) For assembly of solvent weld pipe, use primerkleaner and solvent cement as supplied by
IPS Weld-On or Christy’s. -.
(a) Use primer/cleaner to clean the outside end of pipe and the inside of the fitting
socket. Use a non-synthetic bristle brush to spread solvent on the inside diameter of
the socket and the outside end of pipe as recommended by the solvent manufacturer
Avoid excess solvent, making sure that coated area on the pipe is equal to the depth
of the fitting socket. Apply solvent from no larger than pint size containers with air
tight covers. Clean and refill the containers each day.
(b) Make joint immediately after applying the solvent. Give a half-turn to dispel air and
spread the solvent. Check all tees and ells for correct position. Hold joint in place for
sufficient time to ensure that pipe does not push out from fittings. Use clean rag to
wipe off excess solvent.
(4) For assembly of gasket joint pipe, use a gasket lubricant as supplied by or recommended by
the pipe manufacturer.
(a) Use lubricant for assembling pipe and fittings. Lubricant shall be water soluble, non-
toxic, non-objectionable in taste and odor imparted to the fluid, non-supporting of bac-
teria growth, and shall have no deteriorating effect on the PVC or rubber gasket.
(b) Pipe, couplings, rubber rings, and lubricant shall be furnished by the same pipe
manufacturer or as expressly recommended by them for use with their product.
(5) On PVC to metallic connections, work the metallic connections first. Use a non-hardening
Teflon pipe dope or Teflon tape on all threaded PVC to metallic joints. Use only light wrench
pressure to avoid damage to PVC fittings.
D. Solvent weld pipe up to and including 2-1/2 (65 mm) in size shall be installed by a suitable
trenchless technique (pulled in) where soil and project conditions permit. Open trench installation
shall be used where soil conditions are unsuitable for pulling or where terrain dictates. Installation
and backfill requirements listed in paragraph E shall be followed for open trench installation. No loss
of warrantee due to installation technique will be allowed. Provide minimum depth of cover as
indicated on the Plan. Locate existing utilities and pot-hole ahead of trenching or pulling operation.
The general procedure for trenchless installation shall be as follows:
(1) Assemble lines to be “pulled in” no less than sixteen (16) hours before “pull-
ing”. Assemble lines by solvent welding with couplings (solvent weld bell end
pipe is acceptable). Fittings for sprinkler and valve connections, etc. are to be
installed after pipe is in the ground.
(2) Pull pipe into ground approximately 6” (15 cm) off-set from actual staked
sprinkler locations. Dig potholes for sprinkler heads and tees in line and install
fittings by cutting into installed pipe. Sections of installed pipe are to be
moved through the ground to allow for proper solvent welding of fittings. Pot-
holes for sprinklers shall be only deep enough under the riser fitting so that it
will be resting on undisturbed earth once the sprinkler is set to grade.
-4 (3) Flush lines thoroughly. Cap and test at a minimum 125 PSI (8,6 bars), not to
exceed 150 PSI (1 0,3 bars) at any point, for one (1 ) hour prior to installation of
@ Revised 10/08/03 Contract No. 39721-2 Page 147 of 162 Pages
sprinkler heads and backfill of holes. Testing shall be done with swing joints
in place.
(4) Holes shall be backfilled and all loose dirt and debris cleaned up immediately
following completion of pressure tests. Raised slits from pipe installation shall
be compacted to original grade with vibrating roller or other suitable compact-
ing machine.
A. Gasket joint pipe indicated on the Plan as 3" (75 mm) and smaller and 3" (75 mm) solvent
weld pipe shall be installed by trenching, laying pipe, back-filling and compacting. Locate
existing utilities and pot-hole ahead of trenching operation. Pipe installed by trenching
shall be installed as follows:
Trench depth shall provide a minimum depth of cover as indicated on the Plan. The
bottom of the trench shall be free of rocks, clods and other sharp edged objects.
Lower pipe into open trench after being assembled on the surface. Provide a firm,
uniform bearing for the entire length of each pipe line to prevent uneven settlement.
Snake solvent weld pipe from side to side of trench bottom to allow for expansion and
contraction. One (1) additional foot of pipe is the minimum allowance for snaking.
Never lay PVC pipe when there is water in trench or when the temperature is 32O F
(Oo C) or below.
Concrete thrust blocking or joint restraints shall be installed at all tees, elbows, gate
valves and reducers for gasket joint pipe. Size, location and installation of thrust
blocks or joint restraints shall be in accordance with the manufacturer's installation
manual and the Construction Details. The Contractor shall be responsible for ensur-
ing the stabilization of all fittings and valves in the piping system.
Backfill trench with material free of rocks, clods and other sharp edged objects.
Embedment material around the pipe and 4" to 6" over the pipe shall be 112" (13 mm)
or less in size. Provide 90% compaction on all backfilled material.
Use the same pipe pressure test procedure as described above under general
procedure for trenchless installation.
Pipe 4" (100 mm) and larger shall be installed by trenching, laying pipe, back-filling and compacting.
Locate existing utilities and pot-hole ahead of trenching operation. Pipe shall be installed as follows
according to the pipe manufacturer's installation guidelines.
(1) Mark main line route with gypsum or white marking paint. Use templates or models
made from 2" (50 mm) pipe and fittings (minimum 6' (1,8 m) long legs) to layout
changes in direction of main line for tees, 45 and 90 degree bends.
(2) Excavation and backfill of all trenches, including the material, equipment and labor
necessary for the completion of work, shall be considered as included in the Contract
price for installation of the irrigation system. No additional payment beyond the Con-
tract will be due from the Owner.
a Revised 1OlO8103 Contract No. 39721-2 Page 148 of 162 Pages
A.
6.
C.
D.
(3) Trench width shall allow for 4” (IO cm) of clearance on each side of pipe. Main line
trench depth shall provide a minimum depth of cover as indicated on the Plan. The
trench bottom shall be free of rocks, clods and other sharp objects.
(4) Concrete thrust blocking or joint restraints shall be installed at all tees, elbows, gate
valves and reducers. Size, location and installation of thrust blocks or joint restraints
shall be in accordance with the manufacturer’s installation manual and the Construc-
tion Details. The Contractor shall be responsible for ensuring the stabilization of all
fittings and valves in the piping system.
(5) Backfill of trenches shall be accomplished in no less than three (3) layers of material
and shall provide a minimum of 90% compaction. Each layer shall be compacted
prior to the next layer of backfill. Backfill material shall be free of rocks, large clumps
of dirt, and abrasive materials. The initial embedment layer particle size shall not ex-
ceed I /2” (1 3 mm) diameter.
Plastic pipe care:
Use care in handling, loading, and storing to avoid damage. Store the pipe and fitting under
cover and protect from sunlight before using. Transport 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 concen-
trated external load at any point. Any pipe that has been dented or damaged will not be
accepted.
Solvent weld joining:
I. Prior to installation of any solvent weld of lateral piping, the contractor will engage the
services of factory representatives of the manufacturer of plastic pipe, plastic fittings, and
solvent, to conduct a seminar in which all employees involved in the installation of these
items, will be fully informed of the proper method of installation.
2. Verification of this seminar and its participants shall be forwarded to the Owner’s Repre-
sentative prior to installation of any of the above mentioned material.
-
Lateral pipe installation - trench
1. PVC pipe shall be installed by trenching, laying pipe, backfilling and compacting.
2. Pipe installed by trenching shall be installed as follows:
a. Trench depth to be a minimum of 12” from the final finish surface to the top of the pipe
for permanent installations, and 6” for temporary installations. Type of installation
shall be as defined on plans and with final decision made by owner. The bottom of
the trench shall be free of rocks, clods, and other sharp edged objects. b. Lower in open trench, after being assembled on the surface. Provide a firm uniform
bearing for the entire length of each pipe line to prevent uneven settlement.
c. Installation of pipe shall be installed in accordance with ASAE standard: ASAE 376.
d. 90% compaction will be required on all backfill material.
e. Lines shall be flushed thoroughly prior to installation of sprinkler heads.
Mainline piping installation:
1. Installation of pipe shall be in accordance with ASAE standard: ASAE S376.
2. Concrete thrust blocking shall be installed at all tees, elbows, gate valves, and reducers.
Size, location and installation of thrust blocks shall be in accordance with ASAE standard: ASAE S376.
3. Connection of lateral lines to mainlines shall be through use of tapped coupling with
same size tap as lateral isolation valve. Tapped couplings shall be cast iron, ductile iron,
or AC heavy duty. 4. Mainlines shall be installed by trenching.
-.
a Revised 10/08/03 Contract No. 39721-2 Page 149 of 162 Pages
c-
5.
6. 7.
Mainline trench depth shall provide a minimum of 18” final cover over the pipe. The
trench bottom shall be free of rocks, clods and other sharp objects.
Backfill material shall be placed in no less than three (3) layers compacted to 85%.
After each section of mainline has been installed and backfilled, it shall be pressure
tested. Before testing, all air shall be expelled from the line. Next, all gate valves shall
be tightly closed and the line shall be pumped up to 125 psi at its lowest point. The test
pressure shall be maintained for a period satisfactory to owner’s representative, two (2) hours minimum.
E. Special conditions for installation of all pipes 1. No substitutions of pipe materials will be allowed without prior approved of the CPFA
municipal water district. 2. All on site pipes shall have warning tape per Carlsbad Municipal Water District rules and
regulations.
3. All reclaimed water irrigation pipes shall be stenciled with the warning, “non - potable or
recycled water”, color-coded (purple), and laid with warning tape and stenciling oriented
toward the top of the trench. All potable water (greens water) pipes shall be installed with stenciling and blue warning tape orient towards the top of the trench. All installations
shall be per the Carlsbad Municipal Water District rules and regulations.
4. When potable water lines and recycled water lines cross, the recycled line shall be
installed within a protective sleeve. The sleeve shall extend 10’ from each side, from the
center line of potable line for a total of 20’.
5. A 10’ horizontal separation between potable water and recycled water mains must be
maintained at all times. The potable lines must be installed above the recycled line.
6. A minimum of 12” of vertical separation between utilities must be maintained at all times.
F. Testing of piping.
1. After the installation of each PVC sprinkler line, and installation of swing joints, the entire system shall be tested and checked for leaks. Owner’s representative and contractor shall accomplish this for each area.
,-
G. Sleeves.
1. All pipe(s) and wire(s) below paved surfaces or footings shall be sleeved in separate PVC
Sch 40 sleeves. Sleeves below paved surfaces or footings shall be installed with a mini-
mum 24” clearance below underside of pavement.
a. Before paving begins, provide sleeves under sidewalks, driveways, curbs and else-
b. Immediately following installation, cap both ends of sleeve with dry fitted pipe cap, or
c. Replace and re-compact fill around sleeves. d. Provide visible and identifiable markers where sleeve ends are concealed.
where as specified on drawings and as required to install irrigation system.
several layers of duct tape.
Generally, sleeving required under paving shall be installed prior to pavement installa-
tion. Sleeves required below existing paving shall be installed by jacking, boring or
hydraulic driving. Where any cutting or breaking of sidewalks, concrete work and/or
asphalt is necessary, it shall be removed and replaced by the contractor in kind to a
condition equal to or greater than that existing before removal. Permission to cut or
break sidewalks, concrete and/ or asphalt shall be obtained from the owner’s repre-
sentative prior to start of construction. Where piping is shown under paved areas but
running parallel and adjacent to planted areas the intent of the drawings is to install the
piping in the planted areas.
IC H. Trench settlement
1. If trenches settle due to incomplete compaction during the construction period, it is the
contractor’s responsibility to refill all settlement with approved material.
@ Revised 10/08/03 Contract No. 39721-2 Page 150 of 162 Pages
2. If major settlement due to improper compaction has occurred within one year from
completion date, it is the contractor’s responsibility to make all adjustments in pipe, sprin-
kler heads, topsoil plantings, and seed, or paving, to return all areas to finish grade. This
work will be completed under the original contract with no extra cost to the owner.
Pipe installed under public or private roads shall be Ductile Iron unless otherwise noted on the Plan
or approved by Designer. Pipe shall be installed in accordance with local codes and regulations
governing road crossings.
Pipe installed at bridge or stream crossings shall be Schedule 40 steel or Ductile Iron with joint
restraints unless otherwise noted on the Plan or approved by Designer. Pipe on bridge crossings
shall be installed with pipe supports at 5’ (q ,5 m) intervals along the bridge crossing. Pipe shall be
installed underneath the bridge wherever possible.
Pipe and fittings installed above ground shall be Schedule 40 galvanized steel unless otherwise
noted on the Plan or approved by Designer. Piping shall be painted with rust resistant paint; light
gray in color, or as otherwise required by local code or the Owner.
Add the following section:
308-5.3. Installation of Valves, Valve Boxes, and Special Equipment. Add the following: The
Contractor shall install each control valve in a separate valve box with a minimum of 300 mm (12”)
separation between valves and 150 mm (6) from any fixed object or structure.
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. Install reclaimed water identification as required to all heads.
-
308-5.5 Automatic Control System Installation. Delete and replace with the following
subsections:
308-5.5.1 Controller Power Wire.
A. All controller power wire shall be of the type and size as indicated on the Plan, or as otherwise
required by local code.
B. All controller power wire shall be installed as indicated on the Plan, or as otherwise required by
local code.
308-5.5.2 24- Volt Wiring.
A. 24 volt control wires from controllers to VIH sprinklers or remote control valves shall be #14
UF (1,6 mm, 41 10 circular mils) copper wire for direct burial.
B. 24 volt common wires from controllers to VIH sprinklers or remote control valves shall be #12
UF (2,l mm, 6530 circular mils) copper wire for direct burial.
C. Provide one low voltage control wire for each valve-in-head sprinkler or remote control valve.
Low voltage sprinkler and valve control wires shall be run from each sprinkler or remote
control valve location to the satellite controller location. Connections of common stations
shall be made in electrical junction boxes adjacent to the satellite controller location or in the
satellite controller cabinet. 1
Revised 10108103 Contract No. 39721-2 Page 151 of 162 Pages
D. Provide one low voltage common wire connecting each sprinkler and remote control valve to
the satellite controller. No common wire shall be connected to more than one satellite
controller. Common wire shall be white or light gray in color.
I_
E. Splices shall be made moisture proof with 3M-DBY or approved equal sealing material.
F. All 24 volt wire shall be installed from 2,500' (760 m) reels and shall be spliced only as
follows:
(1) Where connected to valves or sprinklers.
(2) Where lateral line trench joins main line in lateral isolation valve boxes.
(3) At junction box locations adjacent to satellite controllers.
(4) All splices other than those at valve-in-head sprinklers shall be accessible in a
junction box.
G. Minimum depth of cover for all 24-volt wire shall be as indicated on the Plan. Wiring may be
installed by a suitable trenchless installation, but wire must not be pulled through the ground.
A machine with a rack for wire reels and a blade with a wire chute should be used to lay wire
into ground. This method should be used only where soil conditions permit installation
without damaging wire. This method may not be used if trenching is specifically called for on
the Plan.
I
H. 24-volt wire shall be run with or be in a common trench with pipe (lateral or main). The only
exception is to get from the controller to the pipe line location.
I. A 2 foot (60 cm) expansion loop shall be provided at each sprinkler. Expansion loop and
splice shall be buried immediately below the pilotkolenoid side of the sprinkler.
308-5.5.3 Communications Wire
A. Communications wire between the central controller and the satellite controllers shall be of
size and type indicated on the Plan, and shall conform to the controller manufacturer's
specifications and installation guidelines.
B. Communications wire from the weather station to the central computer location shall be of
size and type indicated on the plans, and shall conform to the controller manufacturer's
specifications and installation guidelines.
C. All splices in communications wire shall conform to the irrigation controller manufacturer's
specifications and installation guidelines.
308-5.5.4 Trench Markers. (Constant Pressure Recycled Water Pipelines). Add the following
subsection: Warning tapes shall be installed directly on top of the pipe longitudinally and shall be
centered. The warning tape shall be installed continuously for the entire length of the pipe and shall
be fastened to each pipe length by plastic tape banded around the pipe with fasteners no more than
5 feet apart. Taping attached to the sections of pipe before laying in the trench shall have flaps
sufficient for continuous coverage. All risers between the mainline and control valves shall be
installed with warning tape. A second warning tape running continuously above piping to be
installed 12 inches above reclaimed water line.
@ Revised 10108103 Contract No. 39721-2 Page 152 of 162 Pages
308-5.5.5 Controller Charts. Add the following section: The Contractor shall prepare record
drawings which shall be submitted to the owner‘s representative for approval by the owner’s
representative before charts are prepared. The contractor shall provide one controller chart of the
maximum size the controller door will 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, then with a pastel transparent color, 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 owner’s representative’s approval prior to final inspection of the irrigation
system.
-
Pipe Size
(Inches)
4
308-5.6.2 Pipeline Pressure Test. Delete and Replace with the Following: Leakage tests on
main line pipe shall be conducted in accordance with the following parameters. Tests shall be
performed on each section of main line between gate valves as soon as the section is completed.
The purpose of a leakage test is to establish that the section of line to be tested, including all joints,
fittings and other appurtenances, will not leak or that leakage is within the limits of the applicable
leakage allowance.
Normal operating pressure is usually applied for tests. This should be maintained as constant as
possible throughout the period of test. Measurement of the amount of additional water pumped in
during test provides a measurement of the amount of leakage, if any. In setting up a section of line
for test, an air relief valve should be provided. Air trapped in the line during test will affect test
results.
Test Pressure (psi)
50 100 150 200 250
.I9 t.72) I .27 (1.02) I .33 (1.25) I .38 (1.44) I .43 (1.63)
A two hour test is recommended and the leakage allowable shall be determined by the
formula:
I 8
10
NDJF L=
where;
7400
L is the allowable leakage, in gallons per hour
N is the number of joints in the length of pipeline tested
D is the nominal diameter of the pipe in inches
P is the average test pressure during the test in pounds per square inch gauge.
.38 (1.44) 1 .54 (2.04) .66 (2.50) .76 (2.88) .85 (3.22)
.48 (1.82) I .68 (2.57) .83 (3.14) .96 (3.63) 1.07 (4.05)
Leakage values determined by the above formula are shown in the table below.
14
16
.67 (2.54) .95 (3.60) 1.16 (4.39) 1.34 (5.07) 1.50 (5.68)
.76 (2.88) 1.08 (4.09) 1.32 (5.00) 1.53 (5.79) 1.71 (6.47)
I 6 I .29 (1.10) I .41 (1.55) I .50(1.89) I .57(2.16) I .64 (2.42) I
I 12 I .57(2.16) I .81 (3.07) I .99(3.75) I 1.15 (4.35) I 1.28(4.85) 1
1 18 I .86 (3.26) I l.ZZ(4.62) 1 1.49(5.64) I 1.72 (6.51) I 1.92(7.27) I
a Revised 10/08/03 Contract No. 39721-2 Page 153 of 162 Pages
I 20 1 .96(3.63) I 1.35(5.11) 1 1.66(6.28) I 1.91 (7.23) I 2.14 (8.10) I I 24 I 1.15 (4.35) 1 1.62 (6.13) I 1.99 (7.53) 1 2.29 (8.67) I 2.56 (9.69)
If leakage exceeds the value listed in the table, the leak must be found and repaired and
a new test performed. Consideration should be given to any valves isolating the test
section. Many water works valves are not designed for leakproof operation. Leakage
through these valves can distort actual leakage figures.
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: The Maintenance
Period begins on the first day after all landscape and irrigation work on this project is complete, checked, accepted and written approval from the Golf Course Architect is given to begin the Maintenance Period, and shall continue thereafter for no less than sixty (60) continuous calendar
days.
The Contractor or his authorized representative shall be on the site at the time of each site observation
visit by the Golf Course Architect.
The Contractor shall continuously maintain all involved areas of the Contract during the progress of the
work and during the Maintenance Period until the Final Acceptance of the work.
Regular planting maintenance operations shall begin immediately after each plant is planted. Plants shall be kept in a healthy, growing condition and in a visually pleasing appearance by watering, pruning,
trimming, edging, fertilizing, restaking, pest and disease controlling, spraying, weeding, cleaning-up and
any other necessary operation of maintenance. Landscape areas shall be kept free of weeds, noxious
grass, and all other undesired vegetative growth and debris. All plants found to be dead or in an
impaired condition shall be replaced immediately.
c
The Contract completion date of the Contract Maintenance Period will be extended, when in the opinion
of the Golf Course Architect, improper maintenance and/or possible poor or unhealthy condition of
planted material are evident at the termination of the scheduled Maintenance Period. The contractor
shall be responsible for additional maintenance of the work at no change in Contract price until all of the
work is completed and acceptable.
The Contractor shall be responsible for maintaining adequate protection of the areas. Damaged areas
shall be repaired immediately at the Contractor's expense.
For hydroseeded areas, median planting and mitigation area, The Contractor shall maintain said
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 fertilization, 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
-
@ Revised 10/08/03 Contract No. 39721-2 Page 154 of 162 Pages
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 of 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 shut off at the end of the
maintenance period. The hydroseeded areas must have their growth of 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 Contractor shall continue to provide maintenance for
such time necessary to obtain conformance to the specifications.
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 Guarantee
form shall be retyped on the Contractor's letterhead and contain the following verbiage:
"Guarantee For Vegetation, Planting and Irrigation System
For Carlsbad Municipal Golf Course"
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
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 ordinary 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. We shall
make such repairs or replacements within a reasonable time, as determined by the Engineer, after
receipt of written notice. In the event of failure to make such repairs or replacements within a
-.
e Revised 10108103 Contract No. 39721-2 Page 155 of 162 Pages
reasonable time after 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)
Location: (Legal Description of Project Property)
Name of Contractor:
Address: (Of Contractor)
Telephone: (Of Contractor)
By: (Typed or printed names of signing Officer(s) of the Contractor authorized to bind the Contractor
in legal matters)
Title: (Of said officer(s))
Signature(s)
Date of Execution:"
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 irrigation and permanent irrigation,
including reduced-pressure back-flow preventer, ball valves, drip valve assembly, electric control
valves, quick couplers, control wires, pull boxes, valve 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 of the total contract amount, and will subsequently disburse the JJHJ to the Contractor
on a monthly basis of $ . .. j per month. The Engineer reserves the right to stop payment until all
punch list submitted to the Contractor every month are completed.
SECTION 310-PAINTING
310-5 PAINTING VARIOUS SURFACES.
310-5.6 Painting Traffic Striping, Pavement Markings and Curb Markings. Modify the fifth
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 capaCPFA to completely remove all existing or
temporary traffic 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 (1/8") in 3 m (10') when measured parallel to the centerline of the street or more
than 6 mm (V4") in 3 m (10') when measured perpendicular to the centerline of the street. The use of
Revised 10/08/03 Contract No. 39721-2 Page 156 of 162 Pages
any equipment that leaves ridges, indentations or other objectionable marks in the pavement shall
be discontinued, and equipment capable of providing acceptable surface shall be furnished by the Contractor. This equipment shall meet all requirements of the air pollution control district having
jurisdiction.
-
31 0-5.6.6 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 veloCPFA water jet may be permitted when there is neither potential of the water and
detritus from the high veloCPFA 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 veloCPFA 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 veloCPFA water jet striping removal shall be the same as for grinding. The Contractor shall not use dry or wet sandblasting in any areas. Alternate methods of paint removal require prior approval of
the Engineer. Obliteration of traffic 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 markings by
surveying methods. No layout of traffic striping shall be performed by the Contractor before
establishment of the necessary control points. The Contractor shall establish all traffic striping
between these points by string line or other method to provide striping that will vary less than 80mm
per IOOm (1/2 inch in 50 feet) from the specified alignment. The Contractor shall obliterate, straight
stripes deviating more than 80mm per 1OOmm (I/ 2 inch in 50 feet) by wet grinding, and then
correcting the markings. The Contractor shall lay out (cat track) immediately behind installation of
surface course asphalt and as the work progresses.
31 0-5.6.8 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 in one coat. Temporary traffic stripes shall be maintained by the Contractor so that the stripes are clearly
visible both day and night.
310-5.6.10 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 traffic striping, and
no additional compensation will be allowed therefore. Reapplication of temporary stripes and
markings shall be repainted at the Contractor's expense, and no additional compensation will be
allowed therefore. 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: 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.
Add the following section:
31 0-7.2 Measurement And Payment.
plans or required in the specifications
Revised 10/08/03
I Permanent signing and appurtenances thereto shown on the
are a part of the lump-sum item for permanent signing and
Contract No. 39721 -2 Page 157 of 162 Pages
payment therefore 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.
c
SECTION 31 I - SPECIAL PROTECTIVE MATERIALS
31 1-1.2 Installer Qualifications. Add the following: The Contractor, his supervisor and his
appropriate subcontractors to be assigned to the project shall have the following qualifications:
1. Have successfully completed not less than four (4) lake system projects with each being
similar or greater in size of water surface and each of a scope similar to this project, within
the last two (2) years.
2. Submit to the Owner, in the bid proposal, a list of at least five (5) lake system projects
complete with names, addresses and telephone numbers, of the Engineer and Owner and a brief description of the system including size and scope of the system, lists of subcontractors
and suppliers and the date of completion.
3. Have successfully completed not less than ten (IO) pump station projects, each of a skope
equal to or greater than this project, within the last two (2) years.
4. Submit to the owner, in the bid proposal, a list of at least five (5) pump station system
projects complete with names, addresses and telephone numbers, of the engineer and the owner and a brief description of the piping system facilities including size and scope of the system, lists of subcontractors and suppliers, and the date of completion.
5. The lining manufacturer shall be approved in writing by the engineer and shall provide evidence to the engineer that he has fabricated not less than five (5) million square feet of PVC synthetic membrane lining.
6. The installer of the PVC synthetic membrane lining shall be experienced in the installation of
flexible membrane lining and shall be certified by the manufacturer. -
31 1 .I .I .2 Placement. A continuous PVC membrane lining shall be installed throughout below the
freeboard elevations indicated on the plans. The PVC lining shall be placed over the prepared
surfaces to be lined in such a manner to assure minimum handling. The sheets shall be placed in
such a manner as to minimize handling. The sheets shall be placed in such a manner as to reduce
field jointing to a minimum. Horizontal factory and field seams on the slopes steeper than 2:l shall
not be permitted. Only those sheets of lining material which can be anchored andlor sealed together in one day shall be unpackaged and placed in position. Sandbags or rubber tires free from exposed cords or other sharp edges may be used as required to hold the lining in position during installation.
Under no circumstances shall the lining be subjected to materials, sandbags, equipment, or other
items being dragged across its surface, nor shall workmen and others slide down slopes atop the
lining. All parties walking or working upon the lining shall wear soft soled shoes. Lining sheets shall
be closely fit and sealed around inlets, outlets, and other projections through the lining, as shown on
the drawings.
311.1.3 Field Seams. All seaming, sealing, and high solids adhesives, caulking and mastic shall
be of the type or types recommended and supplied by the manufacturer of the PVC panels and shall be delivered in original sealed containers each with an indelible label bearing the brand name and complete direction as to proper storage, use, and application of the adhesive. All adhesive shall be kept in small, sealed squeeze bottles and shall only be permitted on the areas to be sealed. Field
lap joints shall be used to seal. Factory fabricated panels shall be formed by lapping the edges o
the panels a minimum of 0.5 feet. The contact surfaces of the panels to be seamed shall be wiped clean to remove all dirt, dust, moisture, and other foreign materials. Sufficient liner to liner bonding
adhesive shall be applied to the joint area so as to form a continuous solvent weld approximately 1 .O through 3.0 inches wide. In applying adhesive, care must be taken to tie into the end of the seam previously completed so that leak paths or weak points in the seam do not occur. The surfaces
should be pressed down immediately and rubbed toward to leading edge of the panel. Any wrinkles
,----
e Revised 10/08/03 Contract No. 39721-2 Page 158 of 162 Pages
shall be smoothed out. Lining material shall be resealed, using the same procedure, to eliminate all free edges. Extreme care shall be taken throughout the work to avoid fishmouths in the field seams. 4
When fishmouths do occur, they shall be split cut far enough from the seam to dissipate them,
lapped, seamed together in the lapped area and patched. Any portion of the lining damaged during
installation, by any cause, shall be removed or repaired by using an additional piece of PVC lining as specified hereinafter.
311.1.9.1 Patching. Any necessary repairs to the PVC lining shall be patched with the lining
material itself and liner to liner bonding adhesive. The patch material shall extend a minimum of six
(6) inches in each direction from the damaged areas. The bonding adhesive shall be applied to the
contact surfaces of both the patch and the lining to be repaired and the two surfaces pressed
together immediately. Any wrinkles shall be smoothed out. All joints shall be tightly bonded. Any
lining showing injury due to scuffing, penetration by foreign objects, or distress from rough subgrade
shall, as directed by the lake engineer, be replaced or covered and sealed with an additional layer of
PVC lining of the proper size in accordance with the patching procedures.
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 .I Reflective Channelizer 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 313 - TEMPORARY TRAFFIC CONTROL DEVICES
Add the following section:
313-1 TEMPORARY TRAFFIC PAVEMENT MARKERS.
Add the following section:
313-1 .I General. The Contractor shall supply and install temporary traffic pavement markers,
channelizers, signing, railing (type K), crash cushions and appurtenances at the locations shown on
the plans and as required in the specifications, complete in place prior to opening the traveled way
served by said final and temporary traffic pavement markers, signing, railing (type K) and
appurtenances to public traffic.
31 3-1.2 Temporary Pavement Markers. Temporary reflective raised pavement markers shall be
placed in accordance with the manufacturer's instructions. Temporary reflective raised pavement
markers shall be cemented to the surfacing with the adhesive recommended by the 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 markers for temporary pavement
-
@ Revised 10/08/03 Contract No. 39721-2 Page 159 of 162 Pages
marking, except when the temporary pavement markers are used to replace patterns of temporary
traffic stripe that will be in place for less than 30 days. Reflective pavement markers used in place of
the removable-type pavement markers shall conform to the section 312 "Pavement Marker
Placement and Removal", except the 14-day 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.
rc-
c
Add the following section:
31 3-1.3 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 20/20. The channelizer bases shall be cemented to the
pavement in the same manner as provided for cementing pavement markers to pavement in section
312-1, "Placement." Channelizers shall be applied only on a clean, dry surface. Channelizers shall
be placed on the alignment and location shown on the plans and as 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 posi-
tion, 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
certify that the channelizers 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:
31 3-2.1 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
replace the signs in their original approved locations. The Contractor shall maintain all temporary
traffic signs used in the Work in a clean, reflective and readable condition. The Contractor shall
replace or restore graffiti marked temporary traffic signs and posts used in the Work within 18 hours
of such marking being discovered during non-working hours or, when 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.
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Revised 10/08/03 Contract No. 39721-2 Page 160 of 162 Pages
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 units are in place.
Add the following section.
313-3.1.2 Manufacture of Temporary Railing. In addition to the requirements herein the
temporary railing (Type K) shall be manufactured per CALTRANS Standard Drawing T3. Concrete
used to manufacture Temporary railing (Type K) shall conform to the provisions in sections 201 -1,
“Portland Cement Concrete” and 303-1 “Concrete structures”.” Load tickets and 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 (3/8n) thick plate welded
on the upper end with a 5-mm (3/1<) 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.
313-3.1.3 Installation of Temporary Railing. In addition to the requirements herein the temporary
railing (Type K) shall be installed per CALTFWNS Standard Drawing T3. Temporary 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 (10’) 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 nearest the traveled way. Type P marker panels
shall conform to the provisions of section 206-7.2, “Temporary Traffic Signs”. Where shown on the
plans, threaded rods or dowels shall be 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 railing 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
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e Revised 10/08/03 Contract No. 39721-2 Page 161 of 162 Pages
by CALTRANS and that the temporary sand-filled crash cushion units meet NCHRP 350 standards.
Other features will be suitability to application, operational characteristics, durability and other such
characteristics that the Engineer shall determine. Temporary sand-filled crash 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 DrawingsTI and T2 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 DrawingsTl 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:
31 3-4 MEASUREMENT AND PAYMENT. Temporary traffic 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 therefore 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, channelizers,
signing, railing (type K), crash cushions 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. 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 installation and/or relocation of K-
rails and crash cushions when not shown on the plans and requested by the Engineer shall be made
per section 3-3, Extra Work, SSPWC.
-
@ Revised 10/08/03 Contract No. 39721 -2 Page 162 of 162 Pages
MCDANIEL ENGINEERING
TECHNICAL SPECIFICATIONS FOR STRUCTURES
FOR THE CONSTRUCTION OF THE
CARLSBAD GOLF COURSE
GOLF CART OVERCROSSING
COLLEGE BOULEVARD
BRIDGE “A”
CITY OF CARLSBAD
December 1999
Revised March 2000
The special provisions contained herein have been prepared by or
under the direction of the following Registered Engineer:
Perry Schacht
Registered Civil Engineer
1
SECTION 5. BRIDGE MATERIALS AND CONSTRUCTION DETAILS
STANDARD SPECIFICATIONS FOR BRIDGE WORK.-Except as stated
otherwise, the performance of all work and the property and quality of all materials for
bridge construction shall conform to the Standard Specifications of the State of California
Department of Transportation, dated July 1992, referred to herein as the "State Standard
Specifications."
The following provisions of the State Standard Specifications shall not be considered
a part of this contract:
Sections 2-1.01,2-1.02,2-1.04 through 5-1.04 inclusive, 5-1.06 through 6-1.06
inclusive, 6-1.08 through 7-1.12 inclusive, 7-1.14 through 9-1.01 inclusive, 9-1.03
through 9- 1.10 inclusive.
The State Standard Specifications, except for sections listed above, are hereby made a
part of this contract and shall be considered to supersede and take precedence over like
provisions of the Standard Specifications for Public Works Construction with regard to
the bridge work. Other provisions of the Standard Specifications for Public Works
Constructions shall be considered to be in full force and effect.
Where provisions of the State Standard Specifications make reference to other
provisions which are not a part of this contract, said reference shall be considered to
address the most corresponding, comparable, applicable or like provisions of the
Standard Specifications for Public Works Construction.
2
DEFINITIONS.-Wherever in these special provisions for bridge work, State
Standard Specifications, Plans or bridge plans, the following terms are used, the intent
and meaning shall be interpreted as follows:
STATE/AGENCY
Authorized representative of the City of Carlsbad
DEPARTMENT OF TRANSPORTATION OR DEPARTMENT
Authorized representative of the City of Carlsbad
ENGINEER
Authorized representative of the City of Carlsbad
DIRECTOR OF TRANSPORTATION
Authorized representative of the City of Carlsbad
STATE STANDARD SPECIFICATIONS
State of California, Department of Transportation, Standard Specifications, dated July
1992.
TRANSPORTATION LABORATORY
Authorized representative of the City of Carlsbad
SECTION 8. MATERIALS
SECTION 8-1. MISCELLANEOUS
8-1.- SLAG AGGREGATE
Agmegate moduced from slag resulting from any steel making process or air-cooled
iron blast furnace slag shall not be used on this project.
SECTION 8-2. CONCRETE
In lieu of the provisions in Section 90-1, "GENERAL," of the Standard Specifications
all concrete for the Carlsbad Golf Course Golf Cart Overcrossing shall be considered as
designated by compressive strength. The minimum required 28-day compressive
strength for such concrete shall be 3250 pounds per square inch except for portions of the
structures where higher strengths are indicated on the plans. For concrete with required
strengths less than 3,500 pounds per square inch, the certified test data or trial batch
reports for prequalification of the concrete provided for in Section 90-9, ''Compressive
Strength," of the Standard Specifications, will not be required.
3
8-2.- PORTLAND CEMENT CONCRETE
Portland cement concrete shall conform to the provisions in Section 90, "Portland
Cement Concrete," of the Standard Specifications and these special provisions.
Wherever the word "cement" is used in the Standard Specifications or the special
provisions, and its use conforms to one of the following criteria, it shall be understood to
mean "cementitious material":
A. When the cement content of portland cement concrete is specified and Section 90,
"Portland Cement Concrete," of the Standard Specifications is referenced.
B. When the pounds of cement per cubic yard for portland cement concrete is
specified and Section 90, "Portland Cement Concrete," of the Standard
Specifications is referenced.
The above criteria shall not apply when the use of mineral admixture is not allowed.
Section 90-1.01 , "Description," of the Standard Specifications is amended to read:
90-1.01 Description.-Portland cement concrete shall be composed of
cementitious material, fine aggregate, coarse aggregate, admixtures if used, and
water, proportioned and mixed as specified in these specifications.
Unless otherwise specified, cementitious material to be used in portland cement
concrete shall conform to the requirements for cement and mineral admixtures in
Section 90-2, "Materials" and shall be either: 1) "Type P (MS) Modified" cement; or
2) a combination of "Type I1 Modified" portland cement and mineral admixture.
Unless otherwise specified, for precast, steam cured, or other high early strength
concrete, mineral admixture will not be required if it has been determined by the
Transportation Laboratory and documented in writing by the Engineer that the
aggregate is fiom a source that is not alkali silica reactive.
Concrete for each portion of the work shall comply with the requirements for the
Class, cementitious material content in pounds per cubic yard, 28-day compressive
strength, minor concrete, or commercial quality concrete, as shown on the plans or
specified in these specifications or the special provisions.
Class A concrete shall contain not less than 564 pounds of cementitious material
per cubic yard.
Class B concrete shall contain not less than 470 pounds of cementitious material
per cubic yard.
Class C concrete shall contain not less than 376 pounds of cementitious material
per cubic yard.
Class D concrete shall contain not less than 658 pounds of cementitious material
per cubic yard.
Minor concrete shall contain not less than 564 pounds of cementitious material
per cubic yard unless otherwise specified in these specifications or the special
provisions.
Unless otherwise designated on the plans or specified in these specifications or
the special provisions, the amount of cementitious material used per cubic yard of
concrete in structures or portions of structures shall conform to the following:
I Use
Concrete which is designated by compressive strength:
Deck slabs and slab spans of bridges
Roof sections of exposed top box culverts
Other portions of structures
Concrete not designated by compressive strength:
Deck slabs and slab spans of bridges
Roof sections of exposed top box culverts
Prestressed members
Seal courses
Other portions of structures
Concrete designated by compressive strength shall be proportioned such that the
concrete will conform to the strength shown on the plans or specified in the special
provisions.
The Contractor shall determine the mix proportions for all concrete except
pavement concrete. The Engineer will determine the mix proportions for pavement
concrete.
Before using concrete for which the mix proportions have been determined by the
Contractor, or in advance of revising those mix proportions, the Contractor shall
submit in writing to the Engineer a copy of the mix design.
Compliance with cementitious material content requirements will be verified in
accordance with procedures described in California Test 5 18 for cement content. For
testing purposes, mineral admixture shall be considered to be cement. Batch
proportions shall be adjusted as necessary to produce concrete having the specified
cementitious material content.
If any concrete used in the work has a cementitious material content, consisting of
cement,-mineral admixture, or cement plus mineral admixture, which is less than the
minimum required for the work, the concrete shall be removed. However, if the
Engineer determines that the concrete is structurally adequate, the concrete may
remain in place and the Contractor shall pay to the State $0.25 for each pound of
cement, mineral admixture, or cement plus mineral admixture which is less than the
minimum required for the work. The Department may deduct the amount from any
monies due, or that may become due, the Contractor under the contract. The
deductions will not be made unless the difference between the contents required and
those actually provided exceeds the batching tolerances permitted by Section 90-5,
"Proportioning." No deductions for cementitious material content will be made based
on the results of California Test 518.
The requirements of the preceding paragraph shall not apply to minor concrete
nor commercial quality concrete.
All concrete for which the mix proportions are determined either by the
Contractor or the Engineer shall conform to the requirements of this Section 90.
Cementitious Material Content 1
in pounds
658 min., 800 max.
658 min., 800 max.
564 min., 800 max.
658 min.
658 min.
658 min.
658 min.
564 min.
The first paragraph in Section 90-2.01, "Portland Cement," of the Standard
Specifications is amended to read:
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5
90-2.01 Portland Cement.-Unless otherwise specified, portland cement shall
be either "Type IP (MS) Modified" cement or "Type I1 Modified" portland cement.
"Type IP (MS) Modified" cement shall conform to the specifications for Type IP
(MS) cement in ASTM Designation: C 595, and shall be comprised of an intimate
mixture of Type I1 cement and not more than 25 percent of a mineral admixture. The
type and minimum amount of mineral admixture used in the manufacture of "Type IP
(MS) Modified" cement shall be in accordance with the provisions of Section
90-4.08, "Required Use of Mineral Admixtures."
"Type I1 Modified" portland cement shall conform to the specifications for Type
I1 portland cement in ASTM Designation: C 150.
In addition, "Type IP (MS) Modified" cement and "Type 11 Modified" portland
cement shall conform to the following requirements:
A. The cement shall not contain more than 0.60 percent by weight of alkalies,
calculated as the percentage of Na20 plus 0.658 times the percentage of K20,
when determined by either direct intensity flame photometry or by the atomic
absorption method. The instrument and procedure used shall be qualified as
to precision and accuracy in accordance with the requirements of ASTM
Designation: C 114.
B. The autoclave expansion shall not exceed 0.50 percent.
C. Mortar, containing the cement to be used and Ottawa sand, when tested in
accordance with California Test 527, shall not expand in water more than
0.010 percent and shall not contract in air more than 0.048 percent except that
when cement is to be used for precast prestressed concrete piling, precast
prestressed concrete members or steam cured concrete products, the mortar
shall not contract in air more than 0.053 percent.
The second paragraph in Section 90-2.01, "Portland Cement," of the Standard
Specifications is amended to read:
Type 111 and Type V portland cements shall conform to the specifications in
ASTM Designation: C 150, and the additional requirements listed above for Type I1
Modified portland cement, except that when tested in accordance with California Test
527, mortar containing Type I11 portland cement shall not contract in air more than
0.075 percent.
The third paragraph in Section 90-2.01, "Portland Cement," of the Standard
The twelfth paragraph in Section 90-2.02, "Aggregates," of the Standard
The first paragraph in Section 90-2.03, "Water," of the Standard Specifications is
Specifications is deleted.
Specifications is deleted.
amended to read:
90-2.03 Water.-In conventionally reinforced concrete work, the water for
curing, for washing aggregates, and for mixing shall be free from oil and shall not
contain more than 1,000 parts per million of chlorides as C1, nor more than 1,300
-.
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6
parts per million of sulfates as SO4. In prestressed concrete work, the water for
curing, for washing aggregates, and for mixing shall be free from oil and shall not
contain more than 650 parts per million of chlorides as C1, nor more than 1,300 parts
per million of sulfates as sO4. In no case shall the water contain an amount of
impurities that will cause either: 1) a change in the setting time of cement of more
than 25 percent when tested in accordance with ASTM Designation: C 191 or ASTM
Designation: C 266; or 2) a reduction in the compressive strength of mortar at 14
days of more than 5 percent, when tested in accordance with ASTM Designation:
C 109, when compared to the results obtained with distilled water, tested in
accordance with ASTM Designation: C 109.
The following section is added to Section 90-2, "Materials," of the Standard
Specifications :
90-2.04 Admixture Materials.-Admixture materials shall conform to the
requirements of the ASTM Designations shown below:
Chemical Admixtures-ASTM Designation: C 494.
Air-entraining Admixtures-ASTM Designation: C 260.
Calcium Chloride-ASTM Designation: D 98.
Mineral Admixtures-Coal fly ash, raw or calcined natural pozzolan as
specified in ASTM Designation: C 618, except that the loss on ignition shall not
exceed 4 percent, or, silica fume as specified in ASTM Designation: C 1240,
with reduction of mortar expansion of gopercent, minimum, using the cement
fkom the proposed mix design.
Mineral admixtures shall be used in accordance with the provisions in Section
90-4.08, "Required Use of Mineral Admixtures."
Section 90-4.02, "Materials," of the Standard Specifications is amended to read:
90-4.02 Materials.-Admixture materials shall be as specified in Section 90-
2.04, "Admixture Materials."
Section 90-4.05, "Optional Use of Chemical Admixtures," of the Standard
Specifications is amended to read:
90-4.05 Optional Use of Chemical Admixtures.-The Contractor will be
permitted to use Type A or F, water-reducing; Type B, retarding; or Type D or G,
water-reducing and retarding admixtures as described in ASTM Designation: C 494
to conserve cementitious material or to facilitate any concrete construction
application subject to the following conditions:
When a water-reducing admixture or a water-reducing and retarding
admixture is used, the cementitious material content specified or ordered may be
7
reduced by a maximum of 5 percent by weight except that the resultant
cementitious material content shall be not less than 470 pounds per cubic yard.
When a reduction in cementitious material content is made, the dosage of
admixture used shall be the dosage used in determining approval of the
admixture.
Section 90-4.07, "Optional Use of Air-entraining Admixtures," of the Standard
Specifications is amended to read:
90-4.07 Optional Use of Air-entraining Admixtures.-When air-entrainment
has not been specified or ordered by the Engineer,' the Contractor will be permitted to
use an air-entraining admixture to facilitate the use of any construction procedure or
equipment provided that the average air content, as determined by California Test
504, of 3 successive tests does not exceed 4 percent and no single test value exceeds
5.5 percent. If the Contractor elects to use an air-entraining admixture in concrete for
pavement, the Contractor shall so indicate at the time the Contractor designates the
source of aggregate as provided in Section 40-1.01 5, "Cement Content."
Section 90-4.08, "Required Use of Mineral Admixtures," of the Standard
Specifications is amended to read:
90-4.08 Required Use of Mineral Admixtures.-Unless otherwise specified,
mineral admixture shall be combined with cement to make cementitious material for
use in portland cement concrete.
The calcium oxide content of mineral admixtures shall not exceed 10 percent and
the available alkali, as sodium oxide equivalent, shall not exceed 1.5 percent when
measured in conformance with the requirements of ASTM Designation: C 618.
The amounts of cement and mineral admixture used in cementitious material for
portland cement concrete shall be sufficient to satisfy the minimum cementitious
material content requirements specified in Section 90-1 .O 1 , "Description," or Section
90-4.05, "Optional Use of Chemical Admixtures," and shall conform to the following:
The minimum amount of cement shall not be less than 75 percent by weight of
The minimum amount of mineral admixture to be combined with cement shall
the specified minimum cementitious material content.
be determined using one of the following criteria:
A. When the calcium oxide content of a mineral admixture, measured in
conformance with the requirements of ASTM Designation: C 618 and
Section 90-2.04, "Admixture Materials," is equal to or less than 2 percent
by weight, the amount of mineral admixture shall not be less than
15 percent by weight of the total amount of cementitious material to be
used in the mix.
B. When the calcium oxide content of a mineral admixture, measured in
conformance with the requirements of ASTM Designation: C 618 and
Section 90-2.04, "Admixture Materials," is greater than 2percent , the
4
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8
amount of mineral admixture shall not be less than 25 percent by weight
of the total amount of cementitious material to be used in the mix.
C. When a mineral admixture is used, which conforms to the requirements
for silica fume in Section 90-2.04, "Admixture Materials," is used, the
amount of mineral admixture shall not be less than 10 percent by weight
of the total amount of cementitious material to be used in the mix.
If more than the required amount of cementitious material is used, the balance
of the additional cementitious material in the mix may be either cement, mineral
admixture or a combination of both; however, the maximum amount of mineral
admixture shall not exceed 35 percent by weight of the total amount of
cementitious material to be used in the mix. Where Section 90-1.01,
"Description," specifies a maximum cementitious content in pounds per cubic
yard, the total weight of cement and mineral admixture per cubic yard shall not
exceed the specified maximum cementitious material content.
Section 90-4.09, "Optional Use of Mineral Admixture," of the Standard
Section 90-4.1 1, "Storage, Proportioning, and Dispensing of Mineral Admixtures," of
Specifications is deleted.
the Standard Specifications is amended to read:
90-4.1 1 Storage, Proportioning, and Dispensing of Mineral Admixtures.-
Mineral admixtures shall be protected from exposure to moisture until used. Sacked
material shall be piled to permit access for tally, inspection and identification for each
shipment.
Adequate facilities shall be provided to assure that mineral admixtures meeting
the specified requirements are kept separate from other mineral admixtures in order to
prevent any but the specified mineral admixtures fiom entering the work. Safe and
suitable facilities for sampling mineral admixtures shall be provided at the weigh
hopper or in the feed line immediately in advance of the hopper.
Mineral admixtures shall be incorporated into concrete using equipment
conforming to the requirements for cement weigh hoppers, and charging and
discharging mechanisms in ASTM Designation: C 94, in Section 90-5.03,
"Proportioning," and in this Section 90-4.1 1.
When interlocks are required for cement and mineral admixture charging
mechanisms by Section 90-5.03A, "Proportioning for Pavement," and cement and
mineral admixtures are weighed cumulatively, their charging mechanisms shall be
interlocked to prevent the introduction of mineral admixture until the weight of
cement in the cement weigh hopper is within the tolerances specified in Section
90-5.02, "Proportioning Devices."
Mineral admixture used in concrete for exposed surfaces of like elements of a
structure shall be from the same source and of the same percentage.
Section 90-5.02, "Proportioning Devices," of the Standard Specifications is amended
to read:
/c
9
90-5.02 Proportioning Devices.-All weighmg, measuring or metering devices
used for proportioning materials shall conform to the requirements in Section 9-1.01 ,
"Measurement of Quantities," and this Section 90-5.02. In addition, any automatic
weighing systems used shall comply with the requirements for automatic
proportioning devices in Section 90-5.03A7 "Proportioning for Pavement." These
automatic devices shall be automatic to the extent that the only manual operation
required for proportioning the aggregates, cement, and mineral admixture for one
batch of concrete is a single operation of a switch or starter.
Proportioning devices shall be tested at the expense of the Contractor as
fiequently as the Engineer may deem necessary to insure their accuracy.
Weighing equipment shall be insulated against vibration or movement of other
operating equipment in the plant. When the plant is in operation, the weight of each
batch of material shall not vary from the weight designated by the Engineer by more
than the tolerances specified herein.
Equipment for cumulative weighmg of aggregate shall have a zero tolerance of
k0.5 percent of the designated total batch weight of the aggregate. For systems with
individual weigh hoppers for the various sizes of aggregate, the zero tolerance shall
be *0.5 percent of the individual batch weight designated for each size of aggregate.
Equipment for cumulative weiglung of cement and mineral admixtures shall have a
zero tolerance of *0.5 percent of the designated total batch weight of the cement and
mineral admixture. Equipment for weighing cement or mineral admixture separately
shall have a zero tolerance of *0.5 percent of their designated individual batch
weights. Equipment for measuring water shall have a zero tolerance of *0.5 percent
of its designated weight or volume.
The weight indicated for any batch of material shall not vary from the preselected
scale setting by more than the following:
A. Aggregate weighed cumulatively shall be within 1 .O percent of the designated
total batch weight of the aggregate. Aggregates weighed individually shall be
within 1.5 percent of their respective designated batch weights.
B. Cement shall be within 1.0 percent of its designated batch weight. When
weighed individually, mineral admixture shall be within 1.0 percent of its
designated batch weight. When mineral admixture and cement are permitted
to be weighed cumulatively, cement shall be weighed first to within 1.0
percent of its designated batch weight, and the total for cement and mineral
admixture shall be within 1.0 percent of the sum of their designated batch
weights.
C. Water shall be within 1.5 percent of its designated weight or volume.
Each scale graduation shall be approximately 0.001 of the total capacity of the
scale. The capacity of scales for weighing cement, mineral admixture, or cement plus
mineral admixture and aggregates shall not exceed that of commercially available
scales having single graduations indicating a weight not exceeding the maximum
permissible weight variation above, except that no scale shall be required having a
capacity of less than 1,000 pounds, with one-pound graduations.
1
10
Section 90-5.03, "Proportioning," of the Standard Specifications is amended to read:
90-5.03 Proportioning.-Proportioning shall consist of dividing the aggregates
into the specified sizes, each stored in a separate bin, and combining them with
cement, mineral admixture and water as provided in these specifications. Aggregates
shall be proportioned by weight.
At the time of batching, all aggregates shall have been dried or drained
sufficiently to result in a stable moisture content such that no visible separation of
water from aggregate will take place during transportation from the proportioning
plant to the point of mixing. In no event shall the free moisture content of the fine
aggregate at the time of batching exceed 8 percent of its saturated, surface-dry
weight.
Should separate supplies of aggregate material of the same size group, but of
different moisture content or specific gravity or surface characteristics affecting
workability, be available at the proportioning plant, withdrawals shall be made from
one supply exclusively and the materials therein completely exhausted before starting
upon another.
Bulk "Type IP (MS) Modified" cement, that conforms to the requirements in
Section 90-2.01, "Portland Cement," shall be weighed in an individual hopper and
shall be kept separate from the aggregates until the ingredients are released for
discharge. Except as otherwise noted below, the cement hoppers may be attached to a
separate scale for individual weighing. If the cement is weighed cumulatively, the
cement shall be weighed before the other ingredients.
Bulk cement to be blended with mineral admixture for use in portland cement
concrete for pavement and structures shall be proportioned by one of the following
methods:
1. Bulk cement and mineral admixture shall be weighed in individual weigh-
hoppers and shall be kept separate from each other and from the aggregates
until the ingredients are released for discharge into the mixer. The weigh
systems for the proportioning of the aggregate, the cement, and the mineral
admixture shall be individual and distinct from all other weigh systems. Each
weigh system shall be equipped with a hopper, a lever system, and a weight
indicator to constitute an individual and independent material weighing
device. The aggregate, the cement, and the mineral admixture shall be
discharged into the mixer simultaneously.
2. Bulk cement and mineral admixture may be weighed in the same weigh
hopper if the mix uniformity conforms to the requirements of Annex "Al,
Concrete Uniformity Requirements," of ASTM Designation: C 94 as tested
by the Contractor. The capability of the mixing methods and devices shall be
established before starting production of portland cement concrete for contract
work. Mix uniformity sampling and testing shall be done in the presence of
the Engineer. The Engineer shall approve the mixing methods and devices as
a supplement to California Test 109. The time between tests for mix
uniformity testing shall be the same as that required by California Test 109 for
portland cement concrete batch plant scale calibration.
11
n.
The scale and weigh hopper for bulk weighing cement, mineral admixture, and
cement plus mineral admixture shall be separate and distinct fi-om the aggregate
weighmg equipment.
When the source of any aggregate is changed for concrete structures, the
Contractor shall adjust the mix proportions and submit in writing to the Engineer a
copy of the mix design before using such aggregates. When the source of any
aggregate is changed for other concrete, the Engineer shall be allowed sufficient time
to adjust the mix and such aggregates shall not be used until necessary adjustments
are made.
For all batches with a volume of one cubic yard or more, the batching equipment
shall conform to one of the following combinations:
A. Separate boxes and separate dial or beam scale and indicator for weighmg
B. Single box and dial or multiple beam type scale indicator for all
C. Single box or separate boxes and automatic weighing mechanism for all
each size of aggregate.
aggregates.
aggregates.
In order to check the accuracy of batch weights, the gross weight and tare weight
of batch trucks, truck mixers, truck agitators, and non-agitating hading equipment
shall be detepined when ordered by the Engineer. The equipment shall be weighed
at the Contractor's expense on scales designated by the Engineer.
Section 90-5.0312, "Proportioning for Pavement," of the Standard Specifications is
amended to read:
90-5.03A Proportioning for Pavement.-Aggregates and bulk cement, mineral
admixture, and cement plus mineral admixture for use in pavement shall be
proportioned by weight by means of automatic proportioning devices of approved
type conforming to the requirements specified in this Section 90-5.03A.
The Contractor shall install and maintain in operating condition an electrically
actuated moisture meter that will indicate, on a readily visible scale, changes in the
moisture content of the fine aggregate as it is batched within a sensitivity of 0.5
percent by weight of the fine aggregate.
The batching of cement, mineral admixture, or cement plus mineral admixture
and aggregate shall be interlocked so that a new batch cannot be started until all
weigh hoppers are empty, the proportioning devices are within zero tolerance, and the
discharge gates are closed. The interlock shall permit no part of the batch to be
discharged until all aggregate hoppers and the cement and mineral admixture hoppers
or the cement plus mineral admixture hopper are charged with weights which are
within the tolerances specified in Section 90-5.02, "Proportioning Devices."
The discharge gate on the cement and mineral admixture hoppers or the cement
plus mineral admixture hopper shall be designed to permit regulating the flow of
4
12
cement, mineral admixture, or cement plus mineral admixture into the aggregate as
directed by the Engineer.
When separate weigh boxes are used for each size of aggregate, the discharge
gates shall permit regulating the flow of each size of aggregate as directed by the
Engineer.
Material discharged from the several bins shall be controlled by gates or by
mechanical conveyors. The means of withdrawal from the several bins, and of
discharge from the weigh box, shall be interlocked so that not more than one bin can
discharge at a time, and that the weigh box cannot be tripped until the required
quantity from each of the several bins has been deposited therein. Should a separate
weigh box be used for each size of aggregate, all may be operated and discharged
simultaneously.
When the discharge from the several bins is controlled by gates, each gate shall be
actuated automatically so that the required weight is discharged into the weigh box,
after which the gate shall automatically close and lock.
The automatic weighmg system shall be designed so that all proportions required
may be set on the weighing controller at the same time.
The third paragraph in Section 90-6.01, "General," of the Standard Specifications is
amended to read:
All concrete shall be homogeneous and thoroughly mixed, and there shall be no
lumps or evidence of undispersed cement, mineral admixture, or cement plus mineral
admixture.
The third and fourth paragraphs in Section 90-6.02, "Machine Mixing," of the
Standard Specifications are amended to read:
The batch shall be so charged into the mixer that some water will enter in advance
of cementitious materials and aggregates. All water shall be in the drum by the end
of the first one-fourth of the specified mixing time.
Cementitious materials shall be batched and charged into the mixer by means that
will not result either in loss of cementitious materials due to the effect of wind, or in
accumulation of cementitious materials on surfaces of conveyors or hoppers, or in
other conditions which reduce or vary the required quantity of cementitious material
in the concrete mixture.
The sixth paragraph in Section 90-6.02, "Machine Mixing," of the Standard
Specifications is amended to read:
The total elapsed time between the intermingling of damp aggregates and all
cementitious materials and the start of mixing shall not exceed 30 minutes.
The seventh and eighth paragraphs in Section. 90-6.03, "Transporting Mixed
Concrete," of the Standard Specifications are amended to read:
rc-
13
When a truck mixer or agitator is used for transporting concrete to the delivery
point, discharge shall be completed within 1.5 hours, or before 250 revolutions of the
drum or blades, whichever comes first, after the introduction of the cement to the
aggregates. Under conditions contributing to quick stiffening of the concrete, or
when the temperature of the concrete is 85" F., or above, a time less than 1.5 hours
may be required.
When non-agitating hauling equipment is used for transporting concrete to the
delivery point, discharge shall be completed within one hour after the addition of the
cement to the aggregates. Under conditions contributing to quick stiffening of the
concrete, or when the temperature of the concrete is 85" F., or above, the time
between the introduction of cement to the aggregates and discharge shall not exceed
45 minutes.
The ninth and tenth paragraphs in Section 90-6.03, "Transporting Mixed Concrete,"
Each load of concrete delivered at the jobsite shall be accompanied by a ticket
showing the mix identification number, non-repeating load number, date and time at
which the materials were batched, the total amount of water (gallons) added to the
load and for transit-mixed concrete, the reading of the revolution counter at the time
the truck mixer is charged with cement. This ticket shall also show the actual scale
weights (pounds) for the ingredients batched or the calculated portland cement
concrete volume (cubic yards) calculated from actual scale weights. Theoretical or
target batch weights shall not be used as a substitute for actual scale weights. When
showing a calculated portland cement concrete volume on the delivery ticket, the
Contractor shall maintain and have available a record of the following information for
each batched load:
of the Standard Specifications are amended to read:
1. Mix identification number, specific to the contract.
2. Load number shall match the load number on the delivery ticket.
3. Date and time the load was batched.
4. Actual batch weight (pounds) for each ingredient.
5. Any water (gallons) added at the plant, in addition to the water proportioned
for the batch.
When requested, the Contractor shall submit the recorded information for
calculated portland cement concrete volumes to the Engineer. The information shall
be provided in printed form, or if acceptable to the Engineer, data may be submitted
in electronic media. Electronic media shall be presented in a tab delimited format on a
3.5-inch diskette with a capacity of at least 1.4 megabytes. Captured data, for the
ingredients represented by each batch shall be LFCR (one line, separate record) with
allowances for sufficient fields to satisfy the amount of data required by these
specifications.
4
Section 90-6.05, "Hand-Mixing," of the Standard Specifications is amended to read:
-.
14
c
90-6.05 Hand-Mixing.-Hand-mixed concrete shall be made in batches not
more than one-third cubic yard and shall be mixed on a watertight, level platform.
The proper amount of coarse aggregate shall be measured in measuring boxes and
spread on the platform and the fine aggregate shall be spread on this layer, the 2
layers being not more than one foot in total depth. On this mixture shall be spread the
dry cement and mineral admixture and the whole mass turned no fewer than 2 times
dry; then sufficient clean water shall be added, evenly distributed, and the whole mass
again turned no fewer than 3 times, not including placing in the carriers or forms.
The second paragraph in Section 90-6.06, "Amount of Water and Penetration," of the
Standard Specifications is amended to read:
The amount of free water used in concrete shall not exceed 312 pounds per cubic
yard, plus 20 pounds for each required 100 pounds of cementitious material in excess
of 564 pounds per cubic yard.
The fourth paragraph in Section 90-6.06, "Amount of Water and Penetration," of the
Standard.Specifications is amended to read:
Where there are adverse or difficult conditions which affect the placing of
concrete, the above specified penetration and free water content limitations may be
exceeded providing the Contractor is granted permission by the Engineer in writing to
increase the cementitious material content per cubic yard of concrete. The increase in
water and cementitious material shall be at a ratio not to exceed 30 pounds of water
per added 100 pounds of cementitious material per cubic yard. The cost of additional
cementitious material and water added under these conditions shall be at the
Contractor's expense and no additional compensation will be allowed therefor.
Section 90-9.01, "General," of the Standard Specifications is amended to read:
90-9.01 General.-Concrete compressive strength requirements consist of a
minimum strength which must be attained before various loads or stresses are applied
to the concrete and, for concrete designated by strength, a minimum strength at the
age of 28 days or at the age otherwise allowed in Section 90-1.01, "Description." The
various strengths required are specified elsewhere or are shown on the plans.
The compressive strength of concrete will be determined from test cylinders
which have been fabricated from concrete sampled in accordance with California Test
539. Test cylinders will be molded and initial field cured in accordance with
California Test 540. Test cylinders will be cured and tested after receipt at the testing
laboratory in accordance with California Test 521. A strength test shall consist of the
average strength of 2 cylinders fabricated from material taken from a single load of
concrete, except that, if any cylinder should show evidence of improper sampling,
molding, or testing, that cylinder shall be discarded and the strength test shall consist
of the strength of the remaining cylinder.
When concrete compressive strength is specified as a prerequisite to applying
loads or stresses to a concrete structure or member, test cylinders for other than steam
15
cured concrete will be cured in accordance with Method 1 of California Test 540.
The compressive strength of concrete determined for these purposes will be evaluated
on the basis of individual tests.
When concrete is designated by 28-day compressive strength rather than by
cementitious material content, the concrete strength to be used as a basis for
acceptance of other than steam cured concrete will be determined fiom cylinders
cured in conformance with Method 1 of California Test 540. If the result of a single
compressive strength test at the maximum age specified or allowed is below the
specified strength but is 95 percent or more of the specified strength, the Contractor
shall, at the Contractor's expense, make corrective changes, subject to approval of the
Engineer, in the mix proportions or in the concrete fabrication procedures, before
placing additional concrete, and shall pay to the State $10.00 for each in-place cubic
yard of concrete represented by the deficient test. If the result of a single compressive
strength test at the maximum age specified or allowed is below 95 percent of the
specified strength, but is 85 percent or more of the specified strength, the Contractor
shall make the corrective changes specified above, and shall pay to the State $15.00
for each in place cubic yard of concrete represented by the deficient test. In addition,
such corrective changes shall be made when the compressive strength of concrete
tested at 7 days indicates, in the judgment of the Engineer, that the concrete will not
attain the required compressive strength at the maximum age specified or allowed.
All concrete represented by a single test which indicates a compressive strength of
less than 85 percent of the specified 28-day compressive strength will be rejected in
accordance with the provisions in Section 6- 1.04, "Defective Materials."
If the test result indicates that the compressive strength at the maximum curing
age specified or allowed is below the specified strength, but 85 percent or more of the
specified strength, payments to the State as required above shall be made, unless the
Contractor, at the Contractor's expense, obtains and submits evidence acceptable to
the Engineer that the strength of the concrete placed in the work meets or exceeds the
specified 28-day compressive strength. If the test result indicates a compressive
strength at the maximum curing age specified or allowed below 85 percent, the
concrete represented by that test will be rejected, unless the Contractor, at the
Contractor's expense, obtains and submits evidence acceptable to the Engineer that
the strength and quality of the concrete placed in the work are acceptable. If the
evidence consists of tests made on cores taken fiom the work, the cores shall be
obtained and tested in accordance with the specifications of ASTM Designation:
C 42.
No single compressive strength test shall represent more than 300 cubic yards.
When a precast concrete member is steam cured, the compressive strength of the
concrete will be determined fiom test cylinders which have been handled and stored
in accordance with Method 3 of California Test 540. The compressive strength of
steam cured concrete will be evaluated on the basis of individual tests representing
specific portions of production. When the concrete is designated by 28-day
compressive strength rather than by cementitious material content, the concrete shall
be considered to be acceptable whenever its compressive strength reaches the
specified 28-day compressive strength provided that strength is reached in not more
than the maximum number of days specified or allowed after the member is cast.
16
When concrete is specified by compressive strength, prequalification of materials,
mix proportions, mixing equipment, and procedures proposed for use, will be
required prior to placement of the concrete. Prequalification shall be accomplished
by the submission of acceptable certified test data or trial batch reports by the
Contractor. Prequalification data shall be based on the use of materials, mix
proportions, mixing equipment, procedures, and size of batch proposed for use in the
work.
Certified test data, in order to be acceptable, must indicate that not less than 90
percent of at least 20 consecutive tests exceed the specified strength at the maximum
number of cure days specified or allowed, and none of those tests are less than 95
percent of specified strength. Strength tests included in the data shall be the most
recent tests made on concrete of the proposed mix design and all shall have been
made within one year of the proposed use of the concrete.
Trial batch test reports, in order to be acceptable, must indicate that the average
compressive strength of 5 consecutive concrete cylinders, taken fi-om a single batch,
at not more than 28 days (or the maximum age allowed) after molding shall be at least
600 pounds per square inch greater than the specified 28-day compressive strength,
and no individual cylinder shall have a strength less than the specified strength at the
maximum age specified or allowed. Data contained in the report shall be from trial
batches which were produced within one year of the proposed use of specified
strength concrete in the project. Whenever air-entrainment is required, the air content
of trial batches shall be equal to or greater than the air content specified for the
concrete without reduction due to tolerances.
All tests shall be performed in accordance with either the appropriate California
Test methods or the comparable ASTM test methods. All equipment employed in
testing shall be in good condition and shall be properly calibrated. If the tests are
performed during the life of the contract, the Engineer shall be notified sufficiently in
advance of performing the tests in order to witness the test procedures.
The certified test data and trial batch test reports shall include the following
information:
A. Date of mixing.
B . Mixing equipment and procedures used.
C. The size of batch in cubic yards and the weight, type and source of all
D. Penetration of the concrete.
E. The air content of the concrete if an air-entraining admixture is used.
F. The age at time of testing and strength of all concrete cylinders tested.
ingredients used.
All certified test data and trial batch test reports shall be signed by an official of
the firm which performed the tests.
When approved by the Engineer, concrete from trial batches may be used in the
work at locations where concrete of a lower quality is required and the concrete will
be paid for as the type or class of concrete required at that location.
After materials, mix proportions, mixing equipment, and procedures for concrete
have been prequalified for use, additional prequalification by testing of trial batches
17
will be required prior to making any changes which, in the judgment of the Engineer,
could result in a lowering of the strength of the concrete below that specified.
The Contractor's attention is directed to the time required to test trial batches and
the Contractor shall be responsible for production of trial batches at a suficiently
early date so that the progress of the work is not delayed.
When precast concrete members are manufactured at the plant of an established
manufacturer of precast concrete members, the mix proportions of the concrete shall
be determined by the Contractor, and a trial batch and prequalification of the
materials, mix proportions, mixing equipment, and procedures will not be required.
Section 90-1 0.02A, "Portland Cement," of the Standard Specifications is renamed
"Cementitious Material" and amended to read:
90-1 0.02A Cementitious Material.-Cementitious material shall conform to
the provisions in Section 90- 1.01 , "Description." Compressive strength requirements
consist of a minimum strength which must be attained before various loads or stresses
are applied to the concrete and, for concrete designated by strength, a minimum
strength at the age of 28 days or at the age otherwise allowed in Section 90-1.01,
"Description." The various strengths required are specified elsewhere or are shown
on the plans.
The fifth paragraph in Section 90-10.02B, "Aggregate," of the Standard
Section 90-1 0.03, "Production," of the Standard Specifications is amended to read:
Specifications is deleted. I
90-1 0.03 Production.-Cementitious material, water, aggregate, and admixtures
shall be stored, proportioned, mixed, transported, and discharged in conformance with
recognized standards of good practice, which will result in concrete that is thoroughly
and uniformly mixed, that is suitable for the use intended, and which conforms to
requirements specified herein. "Recognized standards of good practice" are outlined
in various industry publications such as are issued by American Concrete Institute,
AASHTO, or California Department of Transportation.
The cementitious material content of minor concrete shall conform to the
provisions in Section 90-1.01 , "Description."
The amount of water used shall result in a consistency of concrete conforming to
the provisions in Section 90-6.06, "Amount of Water and Penetration." Additional
mixing water shall not be incorporated into the concrete during hauling or after
arrival at the delivery point, unless authorized by the Engineer.
Discharge of ready-mixed concrete fiom the transporting vehicle shall be made
while the concrete is still plastic and before any stiffening occurs. An elapsed time of
1.5 hours (one hour in non-agitating hauling equipment), or more than 250
revolutions of the drum or blades, after the introduction of the cementitious material
to the aggregates, or a temperature of concrete of more than 90" F. will be considered
as conditions contributing to the quick stiffening of concrete. The Contractor shall
take whatever action is necessary to eliminate quick stiffening, except that the
addition of water will not be permitted. -
18
,_c--
The required mixing time in stationary mixers shall be not less than 50 seconds
nor more than 5 minutes.
The minimum required revolutions at mixing speed for transit-mixed concrete
shall be not less than that recommended by the mixer manufacturer, and shall be
increased, if necessary, to produce thoroughly and uniformly mixed concrete.
Each load of ready-mixed concrete shall be accompanied by a ticket which shall
be delivered to the Engineer at the discharge location of the concrete, unless
otherwise directed by the Engineer. The ticket shall be clearly marked with the date
and time of day when the load left the batching plant and, if hauled in truck mixers or
agitators, the time the mixing cycle started.
A Certificate of Compliance in accordance with the provisions in Section 6-1.07,
"Certificates of Compliance," shall be furnished to the Engineer, prior to placing
minor concrete fiom a source not previously used on the contract, stating that minor
concrete to be furnished meets all contract requirements, including minimum
cementitious material content specified.
The third and fourth paragraphs in Section 90-11.02, "Payment," of the Standard
Specifications are amended to read:
Should the Engineer order the Contractor to incorporate any admixtures in the
concrete when their use is not required by these specifications or the special
provisions, furnishing the admixtures and adding them to the concrete will be paid for
as extra work as provided in Section 4-1.03D.
Should the Contractor use admixtures as permitted under Sections 90-4.05,
"Optional Use of Chemical Admixtures;" or 90-4.07, "Optional Use of Air-entraining
Admixtures;" or should the Contractor request and obtain permission to use other
admixtures for the Contractor's benefit, the Contractor shall furnish those admixtures
and incorporate them in the concrete at the Contractor's expense and no additional
compensation will be allowed therefor.
8-2.- CEMENT AND WATER CONTENT
Except for concrete listed below, all concrete which is designated as Class A and all
concrete for use in structures shall contain not less than 6 15 pounds of cement per cubic
yard and shall be air-entrained as provided in Section 90-4, "Admixtures," of the
Standard Specifications. The air content at time of mixing and prior to placing shall be
3 percent f one percent.
1. Paving concrete.
3. Concrete designated as Class D or by a cement content which exceeds 615
pounds per cubic yard.
4. Seal course concrete.
5. Concrete for roadway deck slabs of highway bridges.
6. Concrete for piling.
19
Except for concrete for roadway deck slabs of highway bridges, the amount of fiee
water used in concrete shall not exceed 340 pounds per cubic yard, plus 20 pounds for
each required 100 pounds of cement in excess of 61 5 pounds per cubic yard.
The amount of fiee water used in concrete for roadway deck slabs of highway bridges
shall not exceed 335 pounds per cubic yard, plus 20 pounds for each required 100 pounds
of cement in excess of 658 pounds per cubic yard.
SECTION 9. DESCRIPTION OF BRIDGE WORK
The work to be done consists, in general, of the construction of the following
structure as shown on the plans:
Carlsbad Golf Course Golf Cart Overcrossing
A cast-in-place prestressed concrete box girder bridge on bin type abutments.
.-
I
20
SECTION 10. CONSTRUCTION DETAILS
SECTION 10-1. GENERAL
_-
10-1.01 ORDER OF WORK
Order of work shall conform to the provisions in Section 5-1.05, "Order of Work," of
Over-excavation and Slurry Cement Backfill shall be performed at
Bent 4, as shown on the plans, prior to the construction of the Bent 4
footing.
Construction of the cast-in-place prestressed concrete box girder shall
commence after the construction of the bin type abutment walls and
footings have been completed.
Construction of the bin tvpe abutment deck slab shall not be
commenced until after the stressing of the cast-in-place prestressed
concrete box girder has been completed.
the Standard Specifications and these special provisions.
10-1.- MOBILIZATION
Mobilization shall conform to the provisions in Section 11, "Mobilization," of the
Standard Specifications.
10-1.- EARTHWORK
Earthwork shall conform to the provisions in Section 19, "Earthwork," of the
Standard Specifications.
Pervious backfill material in connection with the bridge work will be measured and
paid for as structure backfill (bridge).
If structure excavation or structure backfill involved in bridges is not otherwise
designated by type, and payment for such structure excavation or structure backfill has
not otherwise been provided for in the Standard Specifications or these special
provisions, such structure excavation or structure backfill will be paid for at the contract
price per cubic yard for structure excavation (bridge) or structure backfill (bridge).
21
The contract unit price paid per cubic yard for slurry cement backfill shall include full
compensation for furnishing all labor, materials, tools. equipment and incidentals and for
doing, all the work involved in slurry cement backfill, complete in place, as shown on the
plans. as specified in the Standard Specifications and these special provisions, and as
directed by the Engjneer.
10-1 ._ PILING
Piling shall conform to the provisions in Section 49, "Piling," of the Standard
Specifications, and these special provisions.
Foundation recommendations are included in the "Materials Information" available to
the Contractor as provided for in Section 2-1.03, "Examination of Plans, Specifications,
Contract, and Site of Work," of the Standard Specifications.
Before
performing any pile handling or pile installation operation at any location that is closer
than the length of the pile being handled or installed to the edge of any area open to
public traffic or public use, the Contractor shall submit to the Engineer, as provided in
Section 5-1.02, "Plans and Working Drawings," of the Standard Specifications, a detail
plan of the measures that will be employed to provide for the safety of traffic and the
public.
The second paragraph of Section 49-1.03, "Determination of Length," of the Standard
Specifications is amended to read:
Attention is directed to "Public Safety," of these special provisions.
For driven piling, the Contractor shall furnish piling of sufficient length to obtain
both the specified tip elevation and design load shown on the plans or specified in the
special provisions. For cast-in-drilled-hole concrete piling, the Contractor shall
construct piling of such length to develop the compression nominal resistance and to
obtain the specified tip elevation shown on the plans or specified in the special
provisions.
Modification to the specified installation methods and specified pile tip elevation
will not be considered.The first and second paragraphs of Section 49-1.05, "Driving
Equipment," of the Standard Specifications are amended to read:
49-1.05 Driving Equipment.-Driven piles shall be installed with impact
hammers that are approved in writing by the Engineer. Impact hammers shall be
steam, hydraulic, air, or diesel hammers. Impact hammers shall develop sufficient
energy to drive the piles at a penetration rate of not less than 1/8 inch per blow at the
specified bearing value.
Vibratory hammers shall not be used for installation of piles.
Hammers with an external combustion engine that are not single action, shall
have a transducer that records ram velocity.
Double acting diesel hammers with internal combustion engines shall have a
transducer that records bounce chamber pressure.
For hammers with no visual way of observing the ram stroke, a printed readout
showing hammer energy during driving operation shall be provided to the Engineer
by the contractor.
22
The fifth paragraph of Section 49-1.05, "Driving Equipment," of the Standard
Specifications is deleted.
The first sentence of the first paragraph in Section 49-1.08, "Bearing Value and
Penetration," of the Standard Specifications is amended to read:
49-1.08 Bearing Value and Penetration.-Except for piles to be load tested,
driven piles shall be driven to a bearing value of not less than the design loading
shown on the plans unless otherwise specified in the special provisions or permitted
in writing by the Engineer.
The third through seventh paragraphs of Section 49-1.08, "Bearing Value and
Penetration," of the Standard Specifications are amended to read:
The bearing values for driven piles shall be determined fiom the following
formula in which "P" is the design loading shown on the plans in pounds, "E" is the
manufacturer's rating for foot-pounds of energy developed by the hammer, and "s" is
the penetration per blow in inches, averaged over the last few blows.
2E
= s+o.1
The penetration per blow "s" shall be measured only when there is no appreciable
rebound of the hammer and only when the last blow is struck on a sound pile head or
driving block. The penetration per blow "s" may be measured either during initial
driving or during redriving following a set period as determined by the Engineer.
Section 49-5.01, "Description," of the Standard Specifications is amended to read:
49-5.01 Description.-Steel piles shall include structural shape piles and pipe
piles. Structural shape steel piles shall be of the rolled section shown on the plans or
of the section specified in the special provisions and shall be structural steel
conforming to the specifications of ASTM Designation: A36/A 36M, or at the
option of the Contractor, structural steel conforming to the specifications of ASTM
Designation: A 572/A 572M.
Steel pipe piles shall have the diameter and at least the minimum wall thickness of
the pipe piles shown on the plans unless otherwise specified in the special provisions.
Steel pipe piles that are less than 14 inches in diameter shall conform to the
specifications of ASTM Designation: A 252, Grade 2 or 3. Steel pipe piles that are
14 inches and greater in diameter shall conform to the specifications of ASTM
Designation: A 252, Grade 3. In addition to the requirements of ASTM Designation
.
23
A 252, the carbon equivalency (CE) as defined in AWS D 1.1, Section X15.1, shall
not exceed 0.45, and the sulfur content shall not exceed 0.05%.
Steel pipe pile seams shall conform to the requirements of AWS D1.l and any
amendments listed herein, and shall be complete penetration welds. Steel piles shall
not be joined by welded lap splicing. Incomplete penetration welds and defective
welds of steel pipe piles shall be repaired or restored to achieve complete joint
penetration groove welds.
The mhufacturer or fabricator of steel piling shall furnish a Certificate of
Compliance stating that the piling being supplied conforms to these special
provisions. The Certificate of Compliance shall include test reports for tensile,
chemical, and specified nondestructive tests. Samples for testing shall be taken from
the base metal, steel, coil or from the manufactured or fabricated piling.
Section 49-5.02, "Splicing," of the Standard Specifications is amended to read:
49-5.02 Splicing.-Steel pile splices shall conform to the requirements of
AWS D 1.1. Structural shape steel piling splices shall be complete joint penetration
groove welds. Steel pipe pile splices that are made at a permanent manufacture or
fabrication facility, and that are made prior to furnishing the Certificate of
Compliance shall be complete penetration welds. Steel pipe pile splices that are made
in the field shall be complete joint penetration groove welds.
Ends of steel pipe piling to be spliced that have been damaged during driving
shall be removed to a sound and uniform section conforming to the tolerances for
diameter, edge alignment and roundness required to meet the steel pile splice welding
requirements. Pipe ends shall be field cut using automated guided cutting equipment.
Manual flame cutting shall not be used.
Alternative "X" type piles shall have a dimension, T, not less than 14 inches.Note 3
on Standard Plan B2-5 is deleted.
MEASUREMENT AND PAYMENT
Measurement and payment for the various types and classes of piles shall conform to
the provisions in Sections 49-6.01 , "Measurement," and 49-6.02, "Payment," of the
Standard Specifications and these special provisions.
The sixth paragraph in Section 49-6.02, "Payment," of the Standard Specifications is
amended to read:
If piling is manufactured or fabricated more than 300 air miles from both
Sacramento and Los Angeles, additional shop inspection expenses will be sustained
by the State. Whereas it is and will be impractical and extremely difficult to ascertain
and determine the actual increase in such expenses, it is agreed that payment to the
Contractor for furnishing piling of the types shown in the Engineer's Estimate will be
reduced $5000 for each manufacture or fabrication site located more than 300 air line
24
miles from both Sacramento and Los Angeles and an additional $3000 ($8000 total)
for each manufacture or fabrication site located more than 3000 air line miles fiom
both Sacramento and Los Angeles.
No extension of time will be made for additional foundation investigation,
installation and testing of indicator piling, cutting off piling and restoring the
foundation investigation and indicator pile sites, or review of request by the Engineer.
Full compensation for additional cost of splicing precast prestressed piling including
furnishing of dowels, epoxy or epoxy mortar and miscellaneous metal, shall be
considered as included in the contract price paid per meter for furnish concrete piling and
no additional compensation will be allowed therefor.
Jetting And Drilling;.--Jetting or drilling to obtain the specified penetration in
conformance with the provisions in Section 49-1.05, "Driving Equipment," of the
Standard Specifications shall not be used for driven type piles.
Predrilled Holes.--Piles shall be driven in over sized drilled holes in conformance
with the provisions in Section 49-1.06, "Predrilled Holes," of the Standard Specifications
at the locations and to the corresponding bottom of hole elevations listed in the following
table. . rc
Bridge Name Abutment Bent Elevation
or Number Number Number ofBottom
of Hole
Carlsbad Golf - 1 115.0
Course Golf Cart
Overcrossing
Full compensation for predrilling, filling the space around piles driven in predrilled
holes with sand or pea gravel, and disposing of material resulting from jetting and drilling
shall be considered as included in the contract unit price paid for driving the piles
involved and no additional compensation will be allowed therefor.
10-1.- PRESTRESSING CONCRETE
Prestressing concrete shall conform to the provisions in Section 50, "Prestressing
Concrete," of the Standard Specifications and these special provisions.
The first paragraph in Section 50-1.02, "Drawings," of the Standard Specifications is
c amended to read:
25
The Contractor shall submit , for approval in accordance with the provisions in
Section 5- 1.02, "Plans and Working Drawings," working drawings of the prestressing
system proposed for use. For initial review, 6 sets of such drawings shall be
submitted for railroad bridges and 4 sets shall be submitted for other structures. After
review, between 6 and 12 sets, as requested by the Engineer, shall be submitted to the
said Office for final approval and for use during construction.
The sixth paragraph in Section 50-1.02, "Drawings," of the Standard Specifications is
amended to read:
At the completion of each structure on the contract, one set of reduced prints on
20 pound (minimum) bond paper, 11 inches by 17 inches in size, of the corrected
original tracings of all working drawings for each structure shall be furnished to the
Engineer. Reduced prints of drawings which are common to more than one structure
shall be submitted for each structure. An index prepared specifically for the drawings
for each structure containing sheet numbers and titles shall be included on the first
reduced print in the set for each structure. Reduced prints for each structure shall be
arranged in the order of drawing numbers shown in the index.
The seventh paragraph in Section 50-1.02, "Drawings," of the Standard Specifications
is amended to read:
The edge of the corrected original tracing image shall be clearly visible and
visually parallel with the edges of the page. A clear, legible symbol shall be provided
as near to the upper left side of each page as is feasible within the original print to
show the amount of reduction and a horizontal and vertical scale shall be provided on
each reduced print to fiiditate enlargement to original scale.
The second paragraph in Section 50-1.08, "Prestressing," of the Standard
Specifications is amended to read:
The maximum temporary tensile stress (jacking stress) in prestressing steel shall
not exceed 75 percent of the specified minimum ultimate tensile strength of the
prestressing steel. Pretensioned prestressing steel shall be anchored at stresses that
will result in the ultimate retention of working forces at not less than those shown on
the plans, but in no case shall the stress at anchorages after seating exceed 70 percent
for normal relaxation strand, or 75 percent for low relaxation strand, of the specified
minimum ultimate tensile strength of the prestressing steel.
The seventh paragraph in Section 50-1.08, "Prestressing," of the Stwdard
Specifications is amended to read:
Each jack used to stress tendons shall come equipped with either: (1) two pressure gages or (2) one pressure gage and a load cell, at the option of the
Contractor. The jack body shall be permanently marked with the ram area. Each
26
rc-
pressure gage shall be hlly functional and have accurately reading dials at least 6
inches in diameter. The jack and each gage shall be calibrated as a unit with the
cylinder extension in the approximate position that it will be at final jacking force.
The load cell, if used, shall be calibrated and shall be provided with an indicator
which may be used to determine the prestressing force in the tendon. The range of
the load cell shall be such that the lower 10 percent of the manufacturer's rated
capacity will not be used in determining the jacking stress. The jacking equipment
calibration procedure shall be as follows:
Each jack used to stress tendons, which are permanently anchored at 25
percent or more of the specified minimum ultimate tensile strength of the
prestressing steel, shall be calibrated by the Transportation Laboratory within one
year prior to use and after each repair, unless otherwise directed. The Contractor
shall be responsible for:
1) scheduling of calibration of the jacking equipment with the
Transportation Laboratory, telephone (91 6) 227-725 1;
2) verifying that the jack and supporting systems are complete, with
proper components, and are in good operating condition;
3) mechanically calibrating the gages with a dead weight tester or other
approved means prior to calibration of the jacking equipment by the
Transportation Laboratory,
4) providing sufficient labor, equipment, and material to install and
support the jacking and calibration equipment and to remove the equipment
after the calibration is complete, and;
5) plotting the calibration results.
Each jack used to stress tendons, which are permanently anchored at less than
25 percent of the specified minimum ultimate tensile strength of the prestressing
steel, shall be calibrated by a private laboratory approved by the Transportation
Laboratory within 6 months prior to use and after each repair, unless otherwise
directed.
The fourth paragraph in Section 50-1.1 1, "Payment," of the Standard Specifications is
amended to read:
Full compensation for furnishing and placing additional concrete and deformed
bar reinforcing steel required by the particular system used, ducts, anchoring devices,
distribution plates or assemblies and incidental parts, for furnishing samples for
testing, for calibration of jacking equipment done by a private laboratory, and for
pressure grouting ducts shall be considered as included in the contract lump sum price
paid for prestressing cast-in-place concrete or in the contract price for furnish precast
members, and no additional compensation will be allowed therefor.
27
10-1.- CONCRETE STRUCTURES
Portland cement concrete structures shall conform to the provisions in Section 51,
"Concrete Structures," of the Standard Specifications and these special provisions.
Shotcrete shall not be used as a alternative construction method for reinforced
The first sentence of the tenth paragraph in Section 5 1-1.05, "Forms," of the Standard
concrete members unless otherwise specified.
Specifications is amended to read:
Form panels for exposed surfaces shall be plywood conforming to or exceeding
the requirements of U.S. Product Standard PS 1 for Exterior B-B (Concrete Form)
Class I Plywood or any material which will produce a smooth uniform concrete
surface substantially equal to that which would result fi-om the use of such plywood.
The second paragraph in Section 5 1-1.22, "Measurement," of the Standards
Specifications is amended to read:
The estimated quantity of concrete for minor structures designated as final pay in
the Engineer's Estimate will not be revised as specified in Section 9-1.015, "Final Pay
Items," of the Standard Specifications, when the constructed height of said minor
structure, including revisions by the Engineer, is within 0.5-foot of the vertical
dimension shown on the plans.
Materials for access opening covers in soffits of new cast-in-place concrete box girder
bridges shall conform to the provisions for materials in Section 75-1.03, "Miscellaneous
Bridge Metal," of the Standard Specifications.
Plastic pipe located at vertical drains used behind retaining walls and bridge
abutments, including horizontal or sloping drains down slopes and across sidewalk
areas shall be polyvinyl chloride (PVC) plastic pipe, Schedule 80, conforming to the
provisions for pipe for edge drains and edge drain outlets in Section 68-3.02, "Materials,"
of the Standard Specifications. The vertical drain pipe shall be rigidly supported in place
during backfilling operations.
FALSEWORK--Falsework shall be designed and constructed in conformance with
the requirements in Section 5 1-1.06, "Falsework," of the Standard Specifications and
these special provisions.
In addition to the requirements in Section 51-1.06A7 "Falsework Design and
Drawings," of the Standard Specifications, the following requirements shall apply:
The time to be provided for the Engineer's review of the working drawings for
specific structures, or portions thereof, shall be as follows:
28
P
..C
Structure or
Portion of Structure
Cart Overcrossing
Review Time - Weeks
4 Carlsbad Golf Course Golf -
Section 5 1-1.06A, "Falsework Design and Drawings," of the Sta
is amended by adding the following after the first paragraph:
dard Specificatio S
The falsework drawings shall include details of the falsework removal operations
showing the methods and sequences of removal and equipment to be used.
The seventeenth paragraph of Section 51-1.06A is amended to read:
Temporary bracing shall be provided, as necessary, to withstand all imposed loads
during erection, construction and removal of any falsework. The falsework drawings
shall show provisions for such temporary bracing or methods to be used to conform to
this requirement during each phase of erection and removal. Wind loads shall be
included in the design of such bracing or methods.
The fifth paragraph of Section 51-1.06A(1), "Design Loads,'' of the Standard
Specifications is amended to read:
The minimum horizontal load to be allowed for wind on heavy-duty steel shoring
or steel pipe column falsework having a vertical load carrying capacity exceeding 30
kips per leg or column shall be the sum of the products of the wind impact area, shape
factor, and the applicable wind pressure value for each height zone. The wind impact
area is the total projected area of all the elements in the tower face or falsework bent
normal to the direction of the applied wind. The shape factor shall be taken as 2.2 for
heavy-duty shoring and 1 .O for pipe column falsework. Wind pressure values shall be
determined from the following table:
Wind Pressure Value
Height Zone Shores or At Other
(Feet above Columns Locations ground) Adjacent to
Traffic
0 to 30 20 psf 15 psf
30 to 50 25 psf 20 psf
50 to 100 30 psf 25 psf
Over 100 35 psf 30 psf
The first 2 sentences of the sixth paragraph of Section 51-1.06A(l), "Design Loads,"
of the Standard Specifications are amended to read:
The minimum horizontal load to be allowed for wind on all other types of
falsework, including falsework supported on heavy-duty shoring or pipe column
falsework, shall be the sum of the products of the wind impact area and the applicable
29
wind pressure value for each height zone. The wind impact area is the gross
projected area of the falsework and any unrestrained portion of the permanent
structure, excluding the areas between falsework bents or towers where diagonal
bracing is not used.
The second entry under "Timber" in the second paragraph of Section 51-1.06A(2),
"Design Stresses, Loadings, and Deflections," of the Standard Specifications is amended
to read:
480,000 psi, but not to exceed 1,600 psi. ". (LJd)2 Compression parallel to the grain
The last paragraph under "Timber" in the second paragraph of Section 51-1.06A(2),
"Design Stresses, Loadings, and Deflections," of the Standard Specifications is amended
to read:
Timber connections shall be designed in accordance with the procedures, stresses
and loads permitted in the Falsework Manual as published by the Department of
Transportation, Division of Structures, Office of Structure Construction.
Camber Strips.--Camber strips shall be used to compensate for falsework deflection.
vertical aliment and anticipated structure deflection. The Contractor shall determine
the correct dimensions of camber strips and submit the proposed details as part of the
falsework working drawings.
The third paragraph of Section 5 1-1.06B "Falsework Construction" of the Standard
Specifications is amended to read:
When falsework is supported on piles, the piles shall be driven and the actual
bearing value assessed in conformance with Section 49, "Piling," as specified in these
specifications.
For falsework piles with a calculated loading capacity greater than 100 tons, the
contractor shall conduct dynamic monitoring of pile driving and conduct penetration
and bearing analyses based on a wave equation analysis. Said analysis shall be signed
by an Engineer who is licensed as a Civil Engineer in California and submitted to the
Engineer prior to completion of falsework erection.
The first paragraph of Section 5 l-l.O6C, "Removing Falsework," of the Standard
Specifications is amended to read:
Falsework supporting any span of a simple span bridge shall not be released
before 10 days after the last concrete, excluding concrete above the bridge deck, has
been placed. Unless otherwise permitted by the Engineer, falsework supporting any
span of a continuous or rigid frame bridge shall not be released before 10 days after
4
30
the last concrete, excluding concrete above the bridge deck, has been placed in that
span and in the adjacent portions of each adjoining span for a length equal to at least
1/2 the length of the span where falsework is to be released.
Section 5 1 - l.O6C, "Removing Falsework," of the Standard Specifications is amended
by adding the following after the seventh paragraph:
Unless otherwise specified, removing falsework supporting any span of structural
members subject to bending, shall conform to the requirements for removing
falsework supporting any span of a simple span bridge.
SLIDING BEARINGS.--Sliding bearings consisting of elastomeric bearing pads
lubricated with grease and covered with sheet metal shall conform to the following
requirements:
Grease shall conform to the requirements of Military Specification: MIL-S-8660.
A uniform film of grease shall be applied to the upper surface of the pads prior to
placing the sheet metal.
Sheet metal shall be commercial quality galvanized sheet steel. The sheet metal
shall be smooth and free of kinks, bends, or burrs.
Construction methods and procedures shall prevent grout or concrete seepage into
the sliding bearing assembly.
ELASTOMERIC BEARING PADS.-Elastomeric bearing pads shall conform to
the provisions in Section 5 1-1.12H, "Elastomeric Bearing Pads," of the Standard
Specifications and these special provisions.
The fifth paragraph of Section 51-1.12H(l), "Plain and Fabric Reinforced
Elastomeric Bearings," of the Standard Specifications is amended to read:
The peel strength test will be performed after immersing the sample in water for a
minimum of 10 days. The bond between elastomer and fabric shall be such that when
a sample is tested for separation, it shall have a minimum peel strength of 30 pounds
per inch when tested in accordance with California Test 663.
The last 2 sentences of the tenth paragraph of Section 5 1 - l.l2H( l), "Plain and Fabric
Reinforced Elastomeric Bearings," of the Standard Specifications are amended to read:
Pads shall be available for sampling at least 4 weeks in advance of intended use.
All sample pads for testing shall be furnished by the Contractor at his expense.
The fifth subparagraph of the first paragraph of Section 51-1.12H(2), "Steel
Reinforced Elastomeric Bearings," of the Standard Specifications is amended to read:
31
One sample bearing shall be hished to the Engineer from each lot of bearings
Samples shall be available at least 3 weeks in to be fiunished for the contract.
advance of intended use. The sample bearing shall be one of the following:
BEARING PAD THICKNESS SAMPLE BEARING
AS SHOWN ON THE PLANS
2 inches or less .................. Smallest complete bearing
shown on the plans.
Greater than 2 inches ........ * 2.251t0.125 inch thick
sample not less than 8
inches by 12 inches in plan
and cut by the
manufacturer from the
center of one of the
thickest complete
bearings.
* The sample bearing plus remnant parts of the
complete bearing shall be furnished to the Engineer.
MEASUREMENT AND PAYMENT.--Measurement and payment for concrete in
structures shall conform to the provisions in Sections 5 1 - 1.22, "Measurement," and
5 1-1.23, "Payment," of the Standard Specifications and these special provisions.
The thirteenth paragraph of Section 51-1.23, "Payment," of the Standard
Specifications is amended to read:
Full compensation for waterstops, strip waterstops, and neoprene strip shall be
considered as included in the contract price paid per cubic yard for the various items
of concrete work involved and no separate payment will be made therefor.
Full compensation for furnishing and installing access opening covers in soffits of
new cast-in-place box girder bridges shall be considered as included in the contract price
paid per cubic yard for structural concrete, bridge and no separate payment will be made
there for.
Full compensation for fiunishing and installing plastic pipe located at vertical drains
used behind retaining walls and bridge abutments, including horizontal or sloping
drains across sidewalk areas, including excavation and backfill
involved in placing the plastic pipe, shall be considered as included in the contract price
paid per cubic yard for the various items of concrete work and no separate payment will
be made therefor.
Full compensation for furnishing and installing steel plates and for forming blockouts
for joint seal assemblies shall be considered as included in the contract price paid per
cubic yard for structural concrete, bridge and no separate payment will be made therefor.
down slopes and
32
10-1, ARCHITECTURAL TREATMENT
Architectural Treatment shall be Manufactured Stone Veneer applied to concrete
surfaces with a mortar bond coat as shown on the plans and in accordance with the
provisions in these special provisions.
MATERIALS
Manufatured stone veneer shall be be “Cultured Stone”, produced by Stone Products
Corporation. The stone type, color and layout shall be as shown on the plans.
Cultured Stone, Tvpe: Blend 80% Chardonnay Southern Ledgestone and 20%
Dressed Fieldstone.
Trim Products: Cultured Stone, Type: Trim Stones 6”x8” Taupe
Mortar: In accordance with manufacture’s recommendations.
Surfaces of concrete against which mandwtured stone veneer is to be placed shall
be abrasive blasted to remove foreign substances, such as paint, tar, oil and curing
compounds and to partially expose air bubbles and provide a roughened sandy texture.
PREPARING SURFACES
LAYING VENEER
Manufactured Stone veneer shall be auplied in accordance with the manufacturer’s
Architectural treatment will be measured and paid for by the square foot.
The contract price paid per square foot for architectural treatment shall include full
compensation for furnishing all labor, materials, tools, equipment, and incidentals and for
doing all the work involved in architectural treatment, complete in place, as shown on the
plans, as specified in the Standard Specifications and these special provisions, and as
directed by the Engineer.
installation instructions. MEASUREMENT AND PAYMENT
10-1.- SEALING JOINTS
Joints in concrete bridge decks and joints between concrete structures and concrete
approach slabs shall be sealed in conformance with the details shown on the plans, the
provisions in Section 5 1, Toncrete Structures,11 of the Standard Specifications and these
special provisions.
When ordered by the Engineer, a joint seal larger than called for by the Movement
Rating shown on the plans shall be furnished and installed. Payment to the Contractor for
furnishing the larger seal and for saw cutting the increment of additional depth of groove
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33
required will be determined as provided in Section 4-1.03, Thanges," of the Standard
Specifications.
34
10-1.- REINFORCEMENT
Reinforcement shall conform to the provisions in Section 52, "Reinforcement," of the
Standard Specifications and these special provisions.
The first paragraph of Section 52-1.02A, "Bar Reinforcement," of the Standard
Specifications is amended as follows:
Reinforcing bars shall be low-alloy steel deformed bars conforming to the
specifications of ASTM Designation: A 706/A 706M, except that deformed or plain
billet-steel bars conforming to ASTM Designation: A 615/A 615M, Grade 40 or 60,
may be used as reinforcement in the following:
1. Slope and channel paving;
2. Minor structures;
3. Sign and signal foundations (pile and spread footing types);
4. Roadside rest facilities; and
5. Concrete barrier Type 50 and Type 60 series and temporary railing.
Deformations specified in ASTM Designation: A 706/A 706M will not be
required on bars used as spiral or hoop reinforcement in structures and concrete piles.
Section 52- 1.02D, "Reinforcing Wires and Plain Bars," of the Standard Specifications - is amended to read:
52-1.02D Reinforcing Wire.-Wire used as reinforcement in structures and
concrete piles, as shown on the plans, shall be cold drawn steel wire conforming to
the specifications of ASTM Designation: A 82.
The last paragraph of Section 52-1.07, "Placing," of the Standard Specifications is
amended to read:
Whenever a portion of an assemblage of bar reinforcing steel that is not encased
in concrete exceeds 20 feet in height, the Contractor shall submit to the Engineer for
approval, in accordance with the provisions in Section 5-1.02, "Plans and Working
Drawings," working drawings and design calculations for the temporary support
system to be used. The working drawings and design calculations shall be signed by
an engineer who is registered as a Civil Engineer in the State of California. The
temporary support system shall be designed to resist all expected loads and shall be
adequate to prevent collapse or overturning of the assemblage. If the installation of
forms or other work requires revisions to or temporary release of any portion of the
temporary support system, the working drawings shall show the support system to be
used during each phase of construction. The minimum horizontal wind load to be
applied to the bar reinforcing steel assemblage, or to a combined assemblage of
reinforcing steel and forms, shall be not less than 20 pounds per square foot on the
gross projected area of the assemblage.
35
The sixth paragraph of Section 52-1 .OS, “Splicing,” of the Standard Specifications is
amended to read:
Except when otherwise specified, mechanical lap splicing shall conform to the
details shown on the plans, the requirements for mechanical butt splices as specified
in this Section 52-1.08, and Sections 52-1.08C, “Mechanical Butt Splices,” 52-1.08D,
“Qualification of Welding and Mechanical Splicing,” and 52-1.08E, “Job Control
Tests,” and the following:
The mechanical lap splice shall be a unit consisting of a sleeve, in which the
reinforcing bars are positioned, and a wedge driven through holes in the sleeve
and between the reinforcing bars. The mechanical lap splice shall only be used
for splicing non-epoxy-coated deformed reinforcing bars Nos. 4, 5 and 6. One
mechanical lap splice unit per splice shall be used.
The eighth and ninth paragraphs of Section 52-1.08, “Splicing,” of the Standard
Specifications are amended to read:
Unless otherwise shown on the plans or approved by the Engineer, splices in
adjacent reinforcing bars at any particular section shall be staggered. The minimum
distance between staggered lap splices or mechanical lap splices shall be the same
length required for a lapped splice in the largest bar. The minimum distance between
staggered butt splices shall be 2 feet. All distances shall be measured between the
midpoints of the splices along a line which is centered between the axes of the
adjacent bars.
Completed butt splices shall develop a minimum tensile strength, based on the
nominal bar area, of 63,000 psi for ASTM Designation: A 615/A 615M Grade 40
bars, and of 80,000 psi for ASTM Designation: A 615/A 615M Grade 60 and ASTM
Designation: A 706/A 706M bars. If butt splices are made between two bars of
dissimilar strengths, the minimum required tensile strength for the splice shall be that
required for the weaker bar.
The second sentence of the eleventh paragraph of Section 52-1 .OS, “Splicing,” of the
Standard Specifications is amended to read:
Job control tests shall be made on sample splices representing each lot of
mechanical butt splices as provided in Section 52-1.08E, “Job Control Tests.”
Section 52-1.08B, “Butt Welded Splices,” of the Standard Specifications is replaced
with the following:
52-1.OSB Butt Welded Splices.- All butt welded splices in reinforcing bars
shall be complete joint penetration butt welds conforming to the requirements in
AWS D1.4, and the requirements of these specifications and the special provisions.
’?
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At the option of the Contractor, shop produced resistance butt welds that are produced
by a fabricator who is approved by the Transportation Laboratory may be used.
Only the joint details and dimensions as shown in Figure 3.2, “Direct Butt Joints,”
of AWS D 1.4-92, shall be used for making complete joint penetration butt welds of
bar reinforcement. Split pipe backing shall not be used.
Material used as backing for complete joint penetration butt welds of bar
reinforcement shall be a flat plate conforming to the requirements of ASTM
Designation: A 709, Grade 36. The flat plate shall be 0.25-inch thick with a width, as
measured perpendicular to the axis of the bar, equal to the ’nominal diameter of the
bar, and a length which does not exceed twice the nominal diameter of the bar. The
flat plate backing shall be fitted tightly to the bar with the root of the weld centered
on the plate. Any bar deformation or obstruction preventing a tight fit shall be ground
smooth and flush with the adjacent surface. Tack welds used to fit backing plates
shall be within the weld root area so that they are completely consumed by the
finished weld. Backing plates shall not be removed.
Butt welds shall be made with multiple weld passes using a stringer bead without
an appreciable weaving motion. The maximum stringer bead width shall be 2.5 times
the diameter of the electrode and slagging shall be performed between each weld
pass. Weld reinforcement shall not exceed 1/8-inch in convexity.
Before any electrodes or flux-electrode combinations are used, the Contractor, at
the Contractor’s expense, shall furnish certified copies of test reports for all the
pertinent tests specified in AWS A5.1, AWS A5.5, AWS A5.18 or AWS A5.20,
whichever is applicable, made on electrodes or flux-electrode combinations of the
.same class, brand and nearest specified size as the electrodes to be used. The tests
may have been made for process qualification or quality control, and shall have been
made within one year prior to manufacture of the electrodes and fluxes to be used.
The report shall include the manufacturer’s certification that the process and material
requirements were the same for manufacturing the tested electrodes and the
electrodes to be used. The forms and certificates shall be as directed by the Engineer.
Electrodes for manual shielded metal arc welding of ASTM Designation:
A 615/A 615M, Grade 60 bars shall conform to the requirements of AWS A5.5 for
E9018-M or E10018-M electrodes.
Electrodes for manual shielded metal arc welding of A 706/A 706M bars shall
conform to the requirements of AWS A5.5 for E8016-C3 or E8018-C3 electrodes.
Solid and composite electrodes for semiautomatic gas metal-arc and flux-cored
arc welding of Grade 40 reinforcing bars shall conform to the requirements of AWS
A5.18 for ER70S-2, ER70S-3, ER70S-6 or ER7OS-7 electrodes; or AWS A5.20 for
E70T-1, E70T-5, E70T-6 or E70T-8 electrodes.
Electrodes for semiautomatic welding of ASTM Designation: A 61 5/A 6 15M,
Grade 60 and ASTM Designation: A 706/A 706M bars shall produce a weld metal
deposit with properties conforming to the requirements of Section 5.3.4 of AWS
D1 .l-96 for ER80S-Nil, ER8OS-Ni2, ER80S-Ni3, ER80S-D2, E90T1-K2 and
E91T1 -K2 electrodes.
Reinforcing bars shall be preheated for a distance of not less than 6 inches on
each side of the joint prior to welding.
For all welding of ASTM Designation: A 615/A 615M, Grade 40 or Grade 60
37
bars, the requirements of Table 5.2, "Minimum Preheat and Interpass Temperatures,"
of AWS D1.4-92 are superseded by the following:
The minimum preheat and interpass temperatures shall be 400" F. for Grade
40 bars and 600" F. for Grade 60 bars. Immediately after completing the welding,
at least 6 inches of the bar on each side of the splice shall be covered by an
insulated wrapping to control the rate of cooling. The insulated wrapping shall
remain in place until the bar has cooled below 200" F.
When welding different grades of reinforcing bars, the electrode shall conform to
Grade 40 bar requirements and the preheat shall conform to the Grade 60 bar
requirements.
In the event that any of the specified preheat, interpass and post weld cooling
temperatures are not met, all weld and heat affected zone metal shall be removed and
the splice rewelded.
All welding shall be protected fiom air currents, drafts, and precipitation to
prevent loss of heat or loss of arc shielding. The method of protecting the welding
area fiom loss of heat or loss of arc shielding shall be subject to approval by the
Engineer.
Reinforcing bars shall not be direct butt spliced by thermite welding.
The first paragraph of Section 52-1.08C, "Mechanical Butt Splices," of the Standard
Specifications is amended to read:
Mechanical butt splices shall be the sleeve-filler metal type, the sleeve-threaded
type, the sleeve-swaged type, the sleeve-filler grout type, the sleeve-lockshear bolt
type, the two-part sleeve-forged bar type, or the two-part sleeve-friction bar type, at
the option of the Contractor.
The following is added after the third paragraph of Section 52-1.08C, "Mechanical
Butt Splices," of the Standard Specifications:
Slip requirements shall not apply to mechanical lap splices.
The following is added after Section 52-1.08C(3), "Sleeve-Swaged Mechanical Butt
Splices," of the Standard Specifications:
52-1.08C(4) Sleeve-Filler Grout Mechanical Butt Splices.-The sleeve-filler
grout type of mechanical butt splices shall consist of a steel splice sleeve that fits
closely over the reinforcing bars with a non-shrink grout filler in the annular space
between the reinforcing bars and the sleeve and between the ends of the reinforcing
bars.
No vibration or movement of the reinforcing steel or sleeve at the splice shall'be
allowed while the splice is developing sufficient strength to support the reinforcing
bars. The Contractor shall submit complete details of the bracing and clamping
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38
system to eliminate all vibration or movement at the splice during setup of the filler in
accordance with the provisions in Section 5-1.02, "Plans and Working Drawings."
52-1 .OSC(S) Sleeve-Lockshear Bolt Mechanical Butt Splices.-The sleeve-
lockshear bolt type of mechanical butt splices shall consist of a seamless steel sleeve,
2 serrated steel strips welded to the inside of the sleeve, center hole with centering
pin, and bolts that are tightened until the bolt heads shear off and the bolt ends are
embedded in the reinforcing bars.
52-1.08C(6) Two-Part Sleeve-Forged Bar Mechanical Butt Splices.- The
two-part sleeve-forged bar type of mechanical butt splices shall consist of a shop
machined two-part threaded steel sleeve that interlocks two hot-forged reinforcing
bars ends. The forged bar ends may be either shop produced or field produced.
52-1.08C(7) Two-Part Sleeve-Friction Bar Mechanical Butt Splices.- The
two-part sleeve-fiction bar type of mechanical butt splices shall consist of a shop
machined two-part threaded steel sleeve whose ends are fiction welded, in the shop,
to the reinforcing bars ends.
The third paragraph of Section 52-1.08DY "Qualification of Welding and Mechanical
Splicing," of the Standard Specifications is replaced with the following:
Each operator qualification test for mechanical splices shall consist of 2 sample
splices. Each mechanical splice procedure test shall consist of 2 sample splices.
For sleeve-filler, sleeve-threaded, sleeve-lockshear bolt and two-part sleeve
fiction bar-mechanical butt splices, all sample splices shall be made on the largest
reinforcing bar size to be spliced by the procedure or operator being tested except that
No. 14 bars may be substituted for No. 18 bars.
For sleeve-swaged and two-part sleeve-forged mechanical butt splices, and
mechanical lap splices, all sample splices shall be made on the largest reinforcing bar
size of each deformation pattern to be spliced by the procedure or operator being
tested. When joining new reinforcing bars to existing reinforcement, the qualification
test sample bars shall be made with the deformation pattern of the new reinforcement
to be joined.
Section 52-1.08E, "Job Control Tests," of the Standard Specifications is replaced with
the following:
52-1.OSE Job Control Tests.- When mechanical butt splices, shop produced
complete joint penetration butt welded splices, or shop produced resistance butt
welded splices are used, the Contractor shall furnish job control tests fkom a local
qualified lab. A job control test shall consist of the fabrication, under conditions used
to produce the splice, and the physical testing of 3 sample splices for each lot of
splices.
39
A lot of mechanical butt splices is defined as 150, or fraction thereof, of the same
type of mechanical butt splices used for each combination of bar size and bar
deformation pattern that is used in the work.
A lot of shop produced complete joint penetration butt welded splices, or shop
produced resistance butt welded splices, is defined as 150, or fiaction thereof, of the
same type of welds used for each combination of bar size and bar deformation pattern
that is used in the work.
When joining new reinforcing bars to existing reinforcement, the job control test
shall be made with the deformation pattern of the new reinforcement to be joined.
A sample splice shall consist of a splice made at the job site to connect two
30-inch7 or longer, bars using the same splice materials, position, location, and
equipment, and following the same procedures as are being used to make splices in
the work. Shorter sample splice bars may be used if approved by the Engineer.
Sample splices shall be made and tested in the presence of the Engineer or the
Engineer's authorized representative.
Sample splices shall be suitably identified with weatherproof markings prior to
shipment to the testing laboratory.
For sleeve-threaded mechanical butt splices, the reinforcing bars to be used for
job control tests shall be fabricated on a random basis during the cutting of threads on
the reinforcing bars of each lot and shipped to the job site with the material they
represent.
For shop produced complete joint penetration butt welds, shop produced
resistance butt welded splices and all types of mechanical butt splices, except the
sleeve-threaded type, the Engineer will designate when samples for job control tests
are to be fabricated, and will determine the limits of the lot represented by each job
control test.
Should the average of the results of tests made on the 3 sample splices or should
more than one sample splice in any job control test fail to meet the requirements for
splices, all splices represented by that test will be rejected in accordance with the
provisions in Section 6-1.04, "Defective Materials," of the Standard Specifications.
This rejection shall prevail unless the Contractor, at the Contractor's expense, obtains
and submits evidence, of a type acceptable to the Engineer, that the strength and
quality of the splices in the work are acceptable.
Section 52- 1.08F, "Nondestructive Splice Tests" of the Standard Specifications is
replaced with the following:
52-1.08F Nondestructive Splice Tests.-All required radiographic
examinations of complete joint penetration butt welded splices shall be performed by
the Contractor in accordance with the requirements of AWS D 1.4 and these
specifications.
Prior to radiographic examination, welds shall meet the requirements of Section
4.4, "Quality of Welds," of AWS D1.4-92.
Radiographic examinations shall be performed on 25 percent of all complete joint
penetration butt welded splices fi-om a production lot. The size of a production lot
will be a maximum of 100 splices. The Engineer will select the splices which will
4
40
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c
compose the production lot and also the splices within each production lot to be
radiographically examined.
Should more than 12 percent of the splices which have been radiographically
examined in any production lot be defective, an additional 25 percent of the splices,
selected by the Engineer from the same production lot, shall be radiographically
examined. Should more than 12 percent of the cumulative total of splices tested from
the same production lot be defective, all remaining splices in the lot shall be
radiographically examined.
Additional radiographic examinations performed due to the identification of
defective splices shall be at the Contractor's expense.
All defects shall be repaired in accordance with the requirements of AWS D1.4.
Radiographic examinations will not be required for either shop produced
complete joint penetration butt welds or shop produced resistance butt welded splices
of No. 8 or smaller bars used as spiral or hoop reinforcement.
In addition to radiographic examinations performed by the Contractor, any
mechanical or welded splice may be subject to inspection or nondestructive testing by
the Engineer. The Contractor shall provide sufficient access facilities in the shop and
at the jobsite to permit the Engineer or his agent to perform the inspection or testing.
The Contractor shall notify the Engineer in writing 48 hours prior to performing
any radiographic examinations.
The radiographic procedure used shall conform to the requirements of ASME
Boiler and Pressure Vessels Code, Section V, Article 2 and the following:
Two exposures shall be made for each complete joint penetration butt welded
splice. For each of the two exposures, the radiation source shall be centered on
each bar to be radiographed. The first exposure shall be made with the radiation
source placed at zero degrees from the top of the weld and perpendicular to the
weld root and identified with a station mark of "0." When obstructions prevent a
zero degree placement of the radiation source for the first exposure, and when
approved in writing by the Engineer, the source may be rotated, around the
centerline of the reinforcing bar, a maximum of 25 degrees. The second exposure
shall be at 90 degrees to the "0" station mark and shall be identified with a station
mark of "90."
For field produced complete joint penetration butt welds, no more than one
weld shall be radiographed during one exposure. For shop produced complete
joint penetration butt welds, if more than one weld is to be radiographed during
one exposure, the angle between the root line of each weld and the direction to the
radiation source shall be not less than 65 degrees.
Radiographs shall be made by either X-ray or gamma ray. Radiographs made
by X-ray or gamma rays shall have densities of not less than 2.3 nor more than 3.5
in the area of interest. A tolerance of 0.05 in density is allowed for densitometer
variations. Gamma rays shall be from the iridium 192 isotope and the emitting
specimen shall not exceed 0.175-inch in the greatest diagonal dimension.
The radiographic film shall be placed perpendicular to the radiation source at
all times; parallel to the root line of the weld unless source placement determines
that the film must be turned; and as close to the root of the weld as possible.
41
The minimum source to film distance shall be maintained so as to insure that
all radiographs maintain a maximum geometric unsharpness of 0.020 at all times,
regardless of the size of the reinforcing bars.
All penetrameters shall be placed on the source side of the bar and
perpendicular to the radiation source at all times. One penetrameter shall be
placed in the center of each bar to be radiographed, perpendicular to the weld
root, and adjacent to the weld. Penetrameter images shall not appear in the weld
area.
When radiography of more than one weld is being performed per exposure,
each exposure shall have a minimum of one penetrameter per bar, or three
penetrameters per exposure. When 3 penetrameters per exposure are used, one
penetrameter shall be placed on each of the 2 outermost bars of the exposure, and
the remaining penetrameter shall be placed on a centrally located bar.
An allowable weld buildup of 118 inch may be added to the total material
thickness when determining the proper penetrameter selection. No image quality
indicator equivalency will be accepted. Wire penetrameters or penetrameter
blocks shall not be used.
Penetrameters shall be sufficiently shimmed using a radiographically identical
material. Penetrameter image densities shall be a minimum of 2.0 and a
maximum of 3.6.
All radiographic film shall be Class 1, regardless of the size of reinforcing
bars.
Radiographs shall be fiee of film artifacts and processing defects, including,
but not limited to, streaks, scratches, pressure marks, or marks made for the
purpose of identifying film or welding indications.
Each splice shalI be clearly identified on each radiograph and the radiograph
identification and marking system shall be established between the Contractor and
the Engineer before radiographic inspection begins. Film shall be identified by
lead numbers only; etching, flashing, or writing in identifications of any type will
not be permitted. Each piece of film identification information shall be legible
and shall include, as a minimum, the following idormation: Contractor's name,
date, name of nondestructive testing firm, initials of radiographer, contract
number, part number, and weld number. The letter "R' and repair number shall
be placed directly after the weld number to designate a radiograph of a repaired
weld.
Radiographic film shall be developed within a time range of one minute less
to one minute more than the film manufacturer's recommended maximum
development time. Development on the jobsite will not be allowed.
Processing chemistry shall be done with a consistent mixture and quality, and
processing rinses and tanks shall be clean to ensure proper results. Records of all
developing processes and any chemical changes to the developing processes shall
be kept and hished to the Engineer upon request. The Engineer may request, at
any time, that a sheet of unexposed film be processed in the presence of the
Engineer to verify processing chemical and rinse quality.
All radiographs shall be interpreted and graded by a Level I1 or LevelIII
technician who is qualified in accordance with the American Society for
I
42
rc
Nondestructive Testing's Recommended Practice No. SNT-TC-1 A. The results of
these interpretations shall be recorded on a signed certification and a copy kept
with the film packet.
Technique sheets prepared in accordance with ASME Boiler and Pressure
Vessels Code, Section V, Article 2 Section T-291 shall also contain the developer
temperature, developing time, fixing duration and all rinse times.
All radiographic envelopes shall have clearly written on the outside of the
envelope the following information: name of the Contractor's Quality Control
Manager (QCM), name of the nondestructive testing firm, name of the
radiographer, date, contract number, complete part description, and all included
weld numbers or a report number, as detailed in the Contractor's Quality Control
Plan (QCP). In addition, all innerleaves shall have clearly written on them the
part description and all included weld numbers, as detailed in the Contractor's
QCP.
MEASUREMENT AND PAYMENT.-Measurement and payment for
reinforcement in structures shall conform 'to the provisions in Sections 52-1 .lo,
"Measurement," and 52- 1.1 1, "Payment," of the Standard Specifications.
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43
10-1.14 CONCRETE BARRIER
Concrete barriers shall conform to the provisions in Section 83-2, "Barriers," of the
Standard Specifications.
The last subparagraph of the seventh paragraph of Section 83-2.02D(2), "Materials,"
of the Standard Specifications is amended to read:
1
44
-.
10-1.13 METAL BRIDGE RAILING
Metal railing shall conform to the provisions in Section 83-1, "Railings," of the
Standard Specifications.
The Contractor shall submit complete working drawings for each railing assembly to
the Engineer, in accordance with the provisions in Section 5-1.02, "Plans and Working
Drawings," of the Standard Specifications. The working drawings shall show complete
details of the metal railing and anchorage components. For initial review, 4 sets of
drawings shall be submitted. After review, between 4 and 6 sets, as requested by the
Engineer, shall be submitted for final approval and use during construction.
The working drawings shall be supplemented with calculations for the particular
metal railing, as requested by the Engineer. Working drawings shall be either 11" x 17"
or 22" x 34" in size and each drawing and calculation sheet shall include the full name of
the structure as shown on the contract plans. The design firm's name, address, and phone
number shall be shown on the working drawings. Each sheet shall be numbered in the
lower right hand corner.
The Contractor shall allow the Engineer 3 weeks to review the drawings after a
complete set has been received.
Each shipment of railinp materials shall be accompanied by a Certificate of
Compliance as provided in Section 6-1 -07, "Certificates of Compliance," of the Standard
Specifications. The certificate shall state that the materials and fabrication involved
comply in all respects to the specifications and data submitted in obtaining the approval.
Fabrication shall be performed in conformance with standard shop practices. The
completed sections shall be assembled in the shop and shall be checked for straightness,
aliment and dimensions.
Metal railing shall conform closely to the horizontal and vertical lines shown on the
plans or ordered by the Engineer. Metal railing shall conform to the curvature by means
of a series of short chords, from center to center of rail posts, or shall be extruded to
match the curvature, at the option of the Contractor. Joints shall be matchmarked. The
railing shall present a smooth, uniform appearance in its final position.
The railings shall be carefully erected true to line and grade. Posts and pickets shall
be vertical within a tolerance not to exceed 0.02-foot in 10 feet. Adiacent rail sections
shall align with each other within 1/16 inch.
The finished railing shall be fabricated to prevent manual disassembly.
Alternate methods of fastening railing elements may be employed subiect to approval
by the Engineer. Connections shall be made in a manner that will present a smooth
exterior surface free of proiecting bolts, rivets, fasteners or other protuberances.
Connections made by welding shall conform to the requirements of Section 10 of the
AWS D1.2-83 and the following:
,.-
f-
Portions of welded ioints that have been rejected because of defects shall be
repaired only by welding. The defect area shall be removed by chipping. grinding, or
machining. Flame cutting defects will not be permitted. Before welding, the joint
will be inspected to insure that all defective weld material has been removed and that
the ioint in is sufficiently accessible to obtain full penetration weld through the ioint.
Dirt, grease and lubricants or other deleterious material shall be removed from
areas to be welded, by cleaning with a suitable solvent or by vapor deaeasing
45
All welds shall be ground smooth or filled as required to present a uniform
surface without irregularities.
Adequate precautionary measures shall be taken by the Contractor to protect the
anodic oxide finish fiom damage through all operations to final acceptance of the work.
Anodized elements damaged fiom any cause. prior to final acceptance of the work, shall
be replaced by the Contractor at his expense.
Railing posts shall be grouted into place using a non-shrink cement-grout mixture.
Cement and sand shall be of the same type and from the same source as that used in deck
concrete. In the event shrinkage of grouted post pocket areas occur visibly, or if color
matching is performed unsatisfactorilv, such work shall be removed and redone.
The Contractor shall coordinate railing color with the City of Carlsbad.
The contract price paid per linear foot for metal railing shall include fill
compensation for furnishing all labor, materials, tools, equipment, and incidentals and for
doing all the work involved in constructing metal railing, complete in place, including
coatinp surfaces, as shown on the plans, as specified in the Standard Specifications and
these special provisions. and as directed by the Engineer.
46
MOFFATT & NICHOL ENGINEERS
TECHNICAL SPECIFICATION FOR STRUCTURES
CONSTRUCTION OF
CARLSBAD SITE GOLF CART BRIDGES
BRIDGES “B, C, D, & E”
FOR
THE CITY OF CARLSBAD
March 3,2005
THESE SPECIAL, PROVISIONS HAVE BEEN PREPARED BY
Peny C. Schacht, SE
1
THIS PAGE INTENTIONALLY
LEFT BLANK
2
SECTION 5 CARLSBAD SITE GOLF CART BRIDGES -
Part 1.1 - WORK INCLUDED
A. Except as stated otherwise, the work of this section consists of furnishing
all labor, materials, tools, equipment and incidentals and doing all the
work involved in constructing the Site Golf Cart Bridges, as indicated on
the Plans and as specified and as directed by the Engineer.
Part 1.2 - REFERENCES
A. Except as stated otherwise, the work of this section shall be done in
conformance with Caltrans Standard Specifications of the State of
California Department of Transportation, dated July 2002, referred to
herein as the “State Standard Specifications.
PART 2 - PRODUCTS
A. Except as stated otherwise, the materials shall be in conformance with
Caltrans Standard Specifications of the State of California Department of
Transportation, dated July 2002, referred to herein as the “State Standard
Specifications.
F PART 3 - EXECUTION
A. Except as stated otherwise, the construction shall be in conformance with
Caltrans Standard Specifications of the State of California Department of
Transportation, dated July 2002, referred to herein as the “State Standard
Specifications.
PART 4 - MEASUREMENT AND PAYMENT
4.1 MEASUREMENT
A. Measurement for the work of this Section shall be as indicated in the “Bid
Items List” and as stated in the following special provisions:
4.2 PAYMENT
A. The lump sum price paid for each SITE GOLF CART BFUDGE will be
considered as full compensation for furnishing all labor, materials, tools,
equipment and incidentals and for doing all the work involved in
constructing each bridge complete in place as shown on the Plans, as
specified and as directed by the Engineer.
3
The following provisions of the State Standard Provisions shall not be considered a part
of this contract: Section; 2-1 -01; 2-1 -02; 2-1 -04 through 5-1.04; 5-1 -06 through 6-1.06; 6-
1.08 though 7-1.12; 7-1.14 through 9-1.01; and 9-1.03 though 9-1.10.
The State Standard Specifications, except as noted above, are made a part of this
specification and take precedence over like provisions of the Standard Specifications for
Public Works Construction with regard to the bridge work. Other provisions of the
Standard Specifications for Public Works Construction shall be considered to be in full
force.
Where provisions of the State Standard Specifications make reference to other provisions
which are not a part of this contract, said reference shall be considered to address the
most corresponding, comparable, applicable or like provisions of the Standard
Specifications for Public Works Construction.
DEFINITIONS: Wherever in these special provisions for bridge work, the State Standard
Specifications or Bridge Plans the following terms are used, the intent and meaning shall
be as follows:
St at e/Anenc y
Authorized representative of the City of Carlsbad
Department of Transportation or Department
Authorized representative of the City of Carlsbad
Engineer
Authorized representative of the City of Carlsbad
Director of Transportation
Authorized representative of the City of Carlsbad
Transportation Laboratory
Authorized representative of the City of Carlsbad
State Standard Specifications
Caltrans Standard Specifications of the State of California Department of Transportation,
dated July 2002 ,
SECTION 6. (BLANK)
SECTION 7. (BLANK)
SECTION 8. MATERIALS
4
SECTION 8-1. MISCELLANEOUS
8-1.- SLAG AGGREGATE
Air-cooled iron blast furnace slag shall not be used to produce aggregate for:
A. Structure backfill material.
B. Pervious backfill material.
C. Permeable material.
D. Reinforced or prestressed portland cement concrete component or structure.
E. Nonreinforced portland cement concrete component or structure for which a
Class 1 Surface Finish is required by the provisions in Section 5 1-1.18B, "Class 1
Surface Finish," of the Standard Specifications.
8-1.- ENGINEERING FABRICS
Engineering fabrics shall conform to the provisions in Section 88, "Engineering Fabrics,"
of the Standard Specifications and these special provisions.
Filter fabric for this project shall be ultraviolet (UV) ray protected.
SECTION 8-2. CONCRETE
8-2.- PORTLAND CEMENT CONCRETE
Portland cement concrete shall conform to the provisions in Section 90, "Portland
Cement Concrete," of the Standard Specifications and these special provisions.
References to Section 90-2.01, "Portland Cement," of the Standard Specifications shall
mean Section 90-2.0 1, "Cement," of the Standard Specifications.
The Department maintains a list of sources of fine and coarse aggregate that have been
approved for use with a reduced amount of mineral admixture in the total amount of
cementitious material to be used. A source of aggregate will be considered for addition
to the approved list if the producer of the aggregate submits to the Transportation
Laboratory certified test results fiom a qualified testing laboratory that verify the
aggregate complies with the requirements. Prior to starting the testing, the aggregate test
shall be registered with the Department. A registration number can be obtained by
calling (916) 227-7228. The registration number shall be used as the identification for
the aggregate sample in correspondence with the Department. Upon request, a split of
the tested sample shall be provided to the Department. Approval of aggregate will
depend upon compliance with the specifications, based on the certified test results
submitted, together with any replicate testing the Department may elect to perfom.
Approval will expire 3 years fiom the date the most recent registered and evaluated
sample was collected from the aggregate source.
Qualified testing laboratories shall conform to the following requirements:
'
F
5
A. Laboratories performing ASTM Designation: C 1293 shall participate in the
Cement and Concrete Reference Laboratory (CCRL) Concrete Proficiency
Sample Program and shall have received a score of 3 or better on all tests of the
previous 2 sets of concrete samples.
B. Laboratories performing ASTM Designation: C 1260 shall participate in the
Cement and Concrete Reference Laboratory (CCRL) Pozzolan Proficiency
Sample Program and shall have received a score of 3 or better on the shrinkage
and soundness tests of the previous 2 sets of pozzolan samples.
Aggregates on the list shall conform to one of the following requirements:
A. When the aggregate is tested in conformance with the requirements in California
Test 554 and ASTM Designation: C 1293, the average expansion at one year shall
be less than or equal to 0.040 percent; or
B. When the aggregate is tested in conformance with the requirements in California
Test 554 and ASTM Designation: C 1260, the average of the expansion at 16 days
shall be less than or equal to 0.15 percent.
The amounts of cement and mineral admixture used in cementitious material shall be
sufficient to satisfy the minimum cementitious material content requirements specified in
Section 90-1.01, "Description," or Section 90-4.05, "Optional Use of Chemical
Admixtures," of the Standard Specifications and shall conform to .the following:
A. The minimum amount of cement shall not be less than 75 percent by mass of the
specified minimum cementitious material content.
B. The minimum amount of mineral admixture to be combined with cement shall be
determined using one of the following criteria:
1. When the calcium oxide content of a mineral admixture is equal to or less than
2percent by mass, the amount of mineral admixture shall not be less than
15 percent by mass of the total amount of cementitious material to be used in
the mix.
2. When the calcium oxide content of a mineral admixture is greater than
2percent by mass, and any of the aggregates used are not listed on the
approved list as specified in these special provisions, then the amount of
mineral admixture shall not be less than 25 percent by mass of the total
amount of cementitious material to be used in the mix.
3. When the calcium oxide content of a mineral admixture is greater than
2percent by mass and the fine and coarse aggregates are listed on the
approved list as specified in these special provisions, then the amount of
mineral admixture shall not be less than 15 percent by mass of the total
amount of cementitious material to be used in the mix.
4. When a mineral admixture that conforms to the provisions for silica he in
Section 90-2.04, "Admixture Materials," of the Standard Specifications is
6
used, the amount of mineral admixture shall not be less than 10 percent by
mass of the total amount of cementitious material to be used in the mix.
5. When a mineral admixture that conforms to the provisions for silica fume in
Section 90-2.04, "Admixture Materials," of the Standard Specifications is
used and the fine and coarse aggregates are listed on the approved list as
specified in these special provisions, then the amount of mineral admixture
shall not be less than 7 percent by mass of the total amount of cementitious
material to be used in the mix.
C. The total amount of mineral admixture shall not exceed 35 percent by mass of the
total amount of cementitious material to be used in the mix. Where
Section 90-1.01, "Description," of the Standard Specifications specifies a
maximum cementitious content in kilograms per cubic meter, the total mass of
cement and mineral admixture per cubic meter shall not exceed the specified
maximum cementitious material content.
SECTION 9. DESCRIPTION OF BRIDGE WORK
The Golf Cart Site Bridges Consist of the Construction of 4 Bridges. The Bridges are:
0
0
Bridge B, a 3 span premanufactured steel truss bridge on concrete abutments and
Bridge C, a single span premanufactured steel truss bridge on concrete abutments.
Bridge D, a single span premanufactured steel truss bridge on concrete abutments.
Bridge E, a single span premanufactured steel truss bridge on concrete abutments.
- piers.
SECTION 10. CONSTRUCTION DETAILS
SECTION 10-1. GENERAL
10-1.01 ORDER OF WORK
Order of work shall conform to the provisions in Section 5-1.05, "Order of Work," of the
Standard Specifications and these special provisions.
10-1 .- OBSTRUCTIONS
Attention is directed to Section 8-1.10, "Utility and Non-Highway Facilities," and Section
15, "Existing Highway Facilities," of the Standard Specifications and these special
provisions.
Attention is directed to the existence of certain underground facilities that may require
special precautions be taken by the Contractor to protect the health, safety and welfare of
workers and of the public. Facilities requiring special precautions include, but are not
limited to: conductors of petroleum products, oxygen, chlorine, and toxic or flammable -
7
gases; natural gas in pipelines greater than 150 mm ( 6 inches} in diameter or pipelines
operating at pressures greater than 415 kPa (60 pounds per square inch} (gage);
underground electric supply system conductors or cables, with potential to ground of
more than 300 V, either directly buried or in a duct or conduit which do not have
concentric grounded or other effectively grounded metal shields or sheaths.
The Contractor shall notify the Engineer and the appropriate regional notification center
for operators of subsurface installations at least 5 working days, but not more than
14 calendar days, prior to performing any excavation or other work close to any
underground pipeline, conduit, duct, wire or other structure. Regional notification
centers include, but are not limited to, the following:
Notification Center
Underground Service Alert-Northem California (USA)
Underground Service Alert-Southern California (USA)
1
Telephone Number
1-800-642-2444
1-800-422-4 133
1 -R00-227-2600
1-800-227-2600
10-1 ._ MOBILIZATION
Mobilization shall conform to the provisions in Section 1 1, "Mobilization," of the
Standard Specifications.
10-1, CLEARING AND GRUBBING
Clearing and grubbing shall conform to the provisions in Section 16, "Clearing and
Grubbing," of the Standard Specifications and these special provisions.
Vegetation shall be cleared and grubbed only within the excavation and embankment
slope lines.
Existing vegetation outside the areas to be cleared and grubbed shall be protected from
injury or damage resulting from the Contractor's operations.
10-1.- EARTHWORK
Earthwork shall conform to the provisions in Section 19, "Earthwork," of the Standard
Specifications and these special provisions.
10-1.- PILING
Piling shall conform to the provisions in Section 49, "Piling," of the Standard
Specifications, and these special provisions.
GENERAL
Unless otherwise specified, welding of any work performed in conformance with the
provisions in Section 49, "Piling," of the Standard Specifications, shall be in
conformance with the requirements in AWS D 1.1.
-.
I
8
Alternative "X" type piles shall have a dimension, T, not less than 355 mm { 14 inches} at
Bridge B Piers 2 & 3.
When a calculated ultimate geotechnical capacity is shown on the plans for piling, that
value shall be utilized in lieu of nominal resistance in Section 49, "Piling," of the
Standard Specifications and these special provisions.
Jetting and Drilling
Drilling to obtain the specified penetration in conformance with the provisions in Section
49-1.05, "Driving Equipment," of the Standard Specifications shall not be used for driven
type piles within 10 feet of the specified tip elevation. Jetting to obtain the specified
penetration shall not be used.
Jetting and Drilling
Predrilled Holes
PRECAST PRESTRESSED CONCRETE PILES
Substitutions
Steel piling may not be substituted for precast prestressed concrete piles.
MEASUREMENT AND PAYMENT (PILING)
10-1.- CONCRETE STRUCTURES
Portland cement concrete structures shall conform to the provisions in Section 5 1,
"Concrete Structures," of the Standard Specifications and these special provisions.
Shotcrete shall not be used as an alternative construction method for reinforced concrete
members unless otherwise specified.
9
.\
10-1.- REINFORCEMENT
Reinforcement shall conform to the provisions in Section 52, “Reinforcement,” of the
Standard Specifications and these special provisions.
10.1 - ARCHITECTURAL TREATMENT
Manufactured Stone Veneer shall be applied to concrete surfaces with a mortar bond coat
as shown on the plans and in accordance with the provisions in these special provisions.
MATERIALS
Manufactured stone veneer shall be “Cultured Stone”, produced by Stone Products
Corporation. The stone type, color and layout shall be as shown the plans.
Cultured Stone. Type: Blend 80% Chardonnay Southern Ledgestone and 20% Dressed
Fieldstone.
Mortar: In accordance with manufacture’s recommendations.
PREPARING SURFACES
Surfaces of concrete against which manufactured stone veneer is to be placed shall be
abrasive blasted to remove foreign surfaces, such as paint, tar, oil and curing compounds
and to partially expose air bubbles and provide a roughened sandy texture.
LAYING VENEER
Manufactured Stone veneer shall be applied in accordance with the manufacturer’s
installation instructions.
10-1.- PREFABRICATED STEEL TRUSS BRIDGES
1.0 GENERAL
1.1 Scope
These specifications are for a fully engineered clear span bridge of steel construction and
shall be regarded as minimum standards for design and construction.
1.2 Qualified Suppliers
Each bidder is required to identify their intended bridge supplier as part of the
bid submittal. Qualified suppliers must have at least 5 years experience
fabricating these type of structures.
-4
I-
---.
10
t
Pre-approved Manufacturers:
Continental Bridge
8301 State Highway 29 North
Alexandria, Minnesota 56308
1-800-328-2047
Steadfast Bridges
4021 Gault Avenue S.
Fort Payne, A1 35967
800-749-75 15
U.S. Bridge
201 Wheeling Avenue
P.O. Box 757
Cambridge, OH 43725
888-872-74343
2.0 GENERAL FEATURES OF DESIGN
2.1 span
Bridge span shall be as shown on the plans.
2.2 Width
BGdge width shall be as shown on the plans and shall be as measured from the
inside face of structural elements at deck level.
2.2 Steel Truss
2.2.1
2.3.2
2.3.3
Premanufactured Steel Truss Spans shall be designed utilizing an H-
Section configuration where the floor beams are placed up inside the
trusses and attached to the truss verticals.
The bridge manufacturer shall determine the distance from the top of the
deck to the top and bottom truss members based upon structural and/or
shipping requirements.
The top of the top chord shall not be less than 42 inches above the deck
(measured from the high point of the riding surface).
2.4 Member Components
All members of the vertical trusses (top and bottom chords, verticals, and
diagonals) shall be fabricated from square andor rectangular structural steel
11
tubing. Other structural members and bracing shall be fabricated from
structural steel shapes or square and rectangular structural steel tubing.
-.
Unless the floor and fastenings are specifically designed to provide adequate
lateral support to the top flange of open shape stringers (w-shapes or
channels), a minimum of one stiffener shall be provided in each stringer at
every floor beam location.
2.5 Attachments
2.5.1 Safety Rails
Longitudinal safety rails shall be placed on the structure to a minimum
height of 42" above the deck surface. The rails shall be spaced so as to
prevent a 4" sphere fiom passing through the truss. The rails shall be
placed on the inside of the structure. The ends of the rails shall have a cap
plate or some other means to prevent bridge users fiom cutting or scraping
their hands.
The rail safety system shall be designed for an infill loading of 200
pounds, applied horizontally at right angles, to a one square foot area at
any point in the system.
2.6 Camber
Each bridge span shall have a vertical camber dimension at midspan equal to
100% of the All dead load deflection plus 0.75% of the full length of the span.
2.7 Elevation Difference
The bridge supports shall be constructed per the plans. Supports shall
accommodate any bride slope shown on the plans.
3.0. ENGINEERING
Structural design of the bridge structure(s) shall be performed by or under the
direct supervision of a Licensed Professional Engineer Registered in the State of
California and shall be done in accordance with recognized engineering
practices and principles.
3.1 Design Loads
In considering design and fabrication issues, this structure shall be assumed
to be statically loaded. Impact shall be in accordance with Caltrans Bridge
Design Specifications.
12
3.1.1 Dead Load
The bridge structure shall be designed considering its own dead load
including decking. An allowance will be made for an additional 100
pounds per lineal foot to accommodate utilities.
3.1.2 Uniform Live Load
3.1.2.1 Pedestrian Live Load
Main Members: Main supporting members, including girders,
trusses and arches shall be designed for a pedestrian live load of
85 pounds per square foot of bridge walkway area. The
pedestrian live load shall be applied to those areas of the
walkway so as to produce maximum stress in the member being
designed.
Secondary Members: Bridge decks and supporting floor
systems, including secondary stringers, floor beams and their
connections to main supporting members shall be designed for a
live load of 85 pounds per square foot.
3.1.3 Concentrated Loads .-
The bridge superstructure, floor system and decking shall be
designed for each of the following point load conditions:
3.1.3.1 A concentrated load of 1000 pounds placed on any area 2.5 f't x 2.5 ft
square.
3.1.3.2 Truck Loading as shown on the plans per Caltrans Bridge Design
Specifications Section 3.1 1
3.1.4 Wind Load
3.1.4.1 Horizontal Forces
The bridge(s) shall be designed for a wind load of 25 pounds per
square foot on the full vertical projected area of the bridge as if
enclosed. The wind load shall be applied horizontally at right
angles to the longitudinal axis of the structure.
13
The wind loading shall be considered both in the design of the
lateral load bracing system and in the design of the truss vertical
members, floor beams and their connections.
3.1.4.2 Overturning Forces
The effect of forces tending to overturn structures shall be
calculated assuming that the wind direction is at right angles to the
longitudinal axis of the structure. In addition, an upward force
shall be applied at the windward quarter point of the transverse
superstructure width. This force shall be 20 pounds per square foot
of deck.
3.1.5 Seismic Load
The bridge(s) shall be designed for a seismic ultimate design load
of 1.1 times the dead load of the structure including the deck and
utility weight. The Seismic load shall be applied horizontally in
any direction.
The seismic loading shall be considered both in the design of the
lateral load bracing system and in the design of the truss vertical
members, floor beams and their connections and the anchorage to
the concrete support systems.
3.1.7 Top ChorcURailing Loads
The top chord, truss verticals, and floor beams shall be designed for lateral
wind loads (per section 3.1.4.1) and for any loads required to provide top
chord stability as outlined in Section 3.3.6; however, in no case shall the
load be less than 50 pounds per lineal foot or a 200 pound point load,
whichever produces greater stresses, applied in any direction at any point
along the top chord or at the top of the safety system (42" or 54" above
deck level), if higher than the top chord.
A vehicular barrier shall be provided on Bridge B designed to resist
vehicular loads shown in Caltrans Bridge Design Specifications.
3.2 Design Limitations
3.2.1 Deflection
3.2.1.1 Vertical Deflection
14
cc
The vertical deflection of the main trusses due to service pedestrian
live load shall not exceed 1/400 of the span.
The deflection of the floor system members (floor beams and
stringers) due to service pedestrian live load shall not exceed 1/360
of their respective spans.
The service pedestrian live load shall be 85 PSF.
Deflection limits due to occasional vehicular traffic shall not be
considered.
3.2.1.2 Horizontal Deflection
The horizontal deflection of the structure due to lateral wind loads
shall not exceed MOO of the span under an 85 MPH (25 PSF)
wind load.
3.2.2 Minimum Thickness of Metal
The minimum thickness of all structural steel members shall be 3/16"
nominal and be in accordance with the AISC Manual of Steel
Constructions' "Standard Mill Practice Guidelines". For ASTM A500 and
ASTM A847 tubing, the section properties used for design shall be per the
Steel Tube Institute of North Americak Hollow Structural Sections
"Dimensions and Section Properties".
3.3 Governing Design Codes / References
Structural members shall be designed in accordance with recognized
engineering practices and principles as follows:
3.3.1 Structural Steel Allowable Stresses
American Institute of Steel Construction (AISC).
Structural steel design shall be in accordance with those sections of the
"Manual of Steel Construction: Allowable Stress Design" related to design
requirements and allowable stresses.
3.3.2 Welded Tubular Connections
American National Standards Institute / American Welding Society
(ANSUAWS) and the
15
Canadian Institute of Steel Construction (CISC).
All tubular joints shall be plain unstiffened joints (made without the use of
reinforcing plates) except as follows:
* Floor beams hung beneath the lower chord of the structure may be
constructed with or without stiffener (or gusset) plates, as required by
design.
* Floor beams which frame directly into the truss verticals (€€-Section
bridges) may be designed with or without end stiffening plates as
required by design.
* Where chords, end floor beams and in high profiles the top end struts
weld to the end verticals, the end verticals (or connections) may
require stiffening to transfer the forces from these members into the
end vertical.
* Truss vertical to chord connections.
NOTE: The effects of fabrication tolerances shall be accounted for in the
design of the structure. Special attention shall be given to the actual fit-up
gap at welded truss joints.
4.0 MATERIALS
4.1 Steel
4.1.1 Unpainted Weathering Steel
The bridges shall be fabricated fiom high strength, low alloy, atmospheric
corrosion resistant ASTM A847 cold-fonned welded square and
rectangular tubing and/or ASTM A588, or ASTM A242, ASTM A606
plate and structural steel shapes (Fy = 50,000 psi). The minimum
corrosion index of atmospheric corrosion resistant steel, as determined in
accordance with ASTM G101, shall be 6.0.
4.3 Decking
4.3.1 Steel Grating
Bridges which are to provided with a steel grate deck shall conform to the
following:
16
The grate decking shall utilize bearing bars spaced 1-3/16” on center with
welded crossbars at 4” centers. The grating shall be designed to carry the
imposed deck loads. Grate decking shall be designed for concentrated
loads as specified on the plans using only the bars engaged by the tire area
unless cross bars capable of transverse load distribution are utilized.
Grating shall be Unpainted Weathering Steel.
4.3.2 Concrete Deck Slab
Bridges which are to be provided with a concrete deck slab shall conform
to the following:
The deck form shall be either smooth or composite. Composite decking
shall not be used as reinforcing when designing for vehicular wheel loads.
The deck forms shall be galvanized in accordance with ASTM A525 G60.
The deck slab shall be constructed using a minimum 28-day strength (f‘c)
of 4000 psi. Use normal weight concrete.
The concrete deck design shall be in designed in accordance with the latest
version of the Caltrans Bridge Design Specifications.
4.3.3 Utility Supports
Steel plate utility supports shall be welded to the underside of the bridge to
support utilities shown or noted on civil / utility / irrigation / landscape
plans and specifications.
5.0 WELDING
5.1 Welding
Welding and weld procedure qualification tests shall conform to the
provisions of ANSVAWS D1.l “Structural Welding Code”, 2000 Edition.
Filler metal shall be in accordance with the applicable AWS Filler Metal
Specification (i.e. AWS A 5.28 for the GMAW Process). For exposed, bare,
unpainted applications of corrosion resistant steels (i.e. ASTM A588 and
A847), the filler metal shall be in accordance with AWS D1.1, Section 3.7.3.
5.2 Welders
17
Welders shall be properly accredited operators, each of whom shall submit
certification of satisfactorily passing AWS standard qualification tests for all
positions with unlimited thickness of base metal, have a minimum of 6
months experience in welding tubular structures and have demonstrated the
ability to make uniform sound welds of the type required.
6.0 SUBMITTALS
6.1 Submittal Drawings
Schematic drawings and diagrams shall be submitted for approval. Submittal
drawings shall be unique drawings, prepared to illustrate the specific portion
of the work to be done. All relative design information such as member sizes,
bridge reactions, and general notes shall be clearly specified on the drawings.
Drawings shall have cross referenced details and sheet numbers. All drawings
shall be signed and sealed by a Professional Engineer who is licensed in
accordance with Section 3.0.
6.2 Structural Calculations
Structural calculations for the bridge superstructure shall be submitted by the
bridge manufacturer and reviewed by the approving engineer. All calculations
shall be signed and sealed by a Professional Engineer who is licensed in
accordance with Section 3.0. The calculations shall include all design
information necessary to determine the structural adequacy of the bridge. The
calculations shall include the following: * All AISC allowable stress checks for axial, bending and shear forces in the
critical member of each truss member type (i.e. top chord, bottom chord,
floor beam, vertical, etc.).
* Checks for the critical connection failure modes for each truss member
type (i.e. vertical, diagonal, floor beam, etc.). Special attention shall be
given to all welded tube on tube connections (see section 3.3.2 for design
check requirements).
* All bolted splice connections.
* Main truss deflection checks.
-.
* U-Frame stifhess checks (used to determine K factors for out-of-plane
buckling of the top chord) for all half through or "pony" truss bridges.
* Deckdesign.
18
NOTE: The analysis and design of triangulated truss bridges shall account for
moments induced in members due to joint fixity where applicable. Moments
due to both truss deflection and joint eccentricity must be considered.
6.3 Welder certifications in compliance with AWS standard qualification tests.
6.4 Welding procedures in compliance with Section 5.1.
7.0 FABRICATION
7.1 General Requirements
7.1.1 Drain Holes
When the collection of water inside a structural tube is a possibility, either
during construction or during service, the tube shall be provided with a
drain hole at its lowest point to let water out.
7.1.2 Welds
Special attention shall be given to developing sufficient weld throats on
tubular members. Fillet weld details shall be in accordance with AWS
D1.l, Section 3.9 (See AWS Figure 3.2). Unless determined otherwise by
testing, the loss factor “2” for heel welds shall be in accordance with
AWS Table 2.8. Fillet welds which run onto the radius of a tube shall be
built up to obtain the full throat thickness (See Figure 7.1). The maximum
root openings of fillet welds shall not exceed 3/16” in conformance with
AWS D1.l, Section 5.22. Weld size or effective throat dimensions shall
be increased in accordance with this same section when applicable (i.e. fit-
up gaps> 1/16”).
19
RADIUS OF TUBE TO BE BUILT UP IN ORDER
TO OBTAIN FULL WELD
THROATTHICKNESS I 1
FIGURE 7.1
BUILD UP RADIUS WELD
The fabricator shall have verified that the throat thickness of partial joint
penetration groove welds (primarily matched edge welds or the flare-
bevel-groove welds on underhung floor beams) shall be obtainable with
their fit-up and weld procedures. Matched edge welds shall be “flushed”
out when required to obtain the full throat or branch member wall
thickness.
For full penetration butt welds of tubular members, the backing material
shall be fabricated prior to installation in the tube so as to be continuous
around the full tube perimeter, including comers. Backing may be of four
types:
* A “box” welded up from four (4) plates.
* Two “channel” sections, bent to fit the inside radius of the tube,
welded together with full penetration welds.
* A smaller tube section which slides inside the spliced tube.
* A solid plate cut to fit the inside radius of the tube.
Comers of the “box” backing, made from four plates, shall be welded and
ground to match the inside corner radii of the chords. The solid plate
option shall require a weep hole either in the chord wall above the “high
side” of the plate or in the plate itself. In all types of backing, the
minimum fit-up tolerances for backing must be maintained at the comers
of the tubes as well as across the “flats”.
20
7.2 Quality Certification
Bridge(s) shall be fabricated by a fabricator who is currently certified by the
American Institute of Steel Construction to have the personnel, organization,
experience, capability, and commitment to produce fabricated structural steel
for the category “Major Steel Bridges” as set forth in the AISC Certification
Program. Quality control shall be in accordance with procedures outlined for
AISC certification. For painted structures, the fabricator must hold a
“Sophisticated Paint Endorsement” as set forth in the AISC certification
program. Furthermore, the bridge(s) shall be fabricated in a facility owned
and/or leased by the corporate owner of the manufacturer, and fully dedicated
to bridge manufacturing.
8.0 FINISHING
8.1 Blast Cleaning
8.1.1 Bare applications of enhanced corrosion resistant steels.
All Blast Cleaning shall be done in a dedicated OSHA approved indoor
facility owned and operated by the bridge fabricator. Blast operations
shall use Best Management Practices and exercise environmentally
fiiendly blast media recovery systems.
To aid in providing a uniformly “weathered” appearance, all exposed
surfaces of steel shall be blast cleaned in accordance with Steel Structures
Painting Council Surface Preparation Specifications No. 7 Brush-off Blast
Cleaning, SSPC-SP7 latest edition.
Exposed surfaces of steel shall be defined as those surfaces seen fiom the
deck and fiom outside of the structure. Stringers, floor beams, lower
brace diagonals and the inside face of the truss below deck and bottom
face of the bottom chord shall not be blasted.
9.0 BEARINGS
9.1 Bearing Devices
Bridge bearings shall consist of a steel setting or slide plate placed on the
abutment or grout pad. The bridge bearing plate which is welded to the bridge
structure shall bear on this setting plate. One end of the bridge will be fixed
by fully tightening the nuts on the anchor bolts at that end. The opposite end
will have finger tight only nuts to allow movement under thermal expansion
or contraction.
21
Bridges in excess of 100 feet in length or bridges with dead load reactions of
15,000 pounds or more (at each bearing location) shall have teflon on teflon or
stainless steel on teflon slide bearings placed between the bridge bearing plate
and the setting plate. The top slide plate shall be large enough to cover the
lower teflon slide surface at both temperature extremes.
10.0 FOUNDATIONS
Unless specified otherwise, the bridge manufacturer shall determine the number,
diameter, minimum grade and finish of all anchor bolts. The anchor bolts shall be
designed to resist all horizontal and uplift forces to be transferred by the
superstructure to the supporting foundations.
11.0 WARRANTY
The bridge manufacturer shall warrant their steel structure(s) to be free of design,
material and workmanship defects for a period of ten years from the date of
delivery.
22
SECTION ------ - ARTIFICIAL ROCK WORK -
F
PART 1 - GENERAL
I .01 WORK INCLUDED
Provide all necessary equipment, material and labor to fabricate and install all glass fiber
reinforced cement (G.F.R.C.) panels to replicate naturalistic rock formations, cliffs,
ledges, waterfall and rock out croppings as shown on the plans including support
structures, footings, anchorage, etc. Work of this section includes, but is not limited to
the following:
A. Fabrication and installation of G.F.R.C. Rock Panels and boulders that match the
character and color of the native rock within the project view.
B. Fabrication and installation of the supporting structures for the,G.F.R.C. rock
work including retaining walls, footings and structural engineering of the footings
and walls. (If necessary, beyond the details and section as shown on the plans.)
C. Fabrication and installation of samples as specified herein.
D. All work of every description mentioned in the specifications and/or amendments
thereto, and all other satisfactory completion of the work as determined by the
Owner including clean up of the site.
E. LakelRock work Sub-Contractor shall coordinate with the Golf Course General
Contractor, and other sub-contractors as required to properly complete their work
and allow for the work of other trades including but not limited to lighting,
irrigation, drainage, water feature mechanical systems, pond construction and
landscaping.
1.02 Reference Standards
A. All rock work construction to comply with the following:
1. ASTM: American Society for Testing and Materials, 191 6 Race Street,
Philadelphia, PA 191 03, U.S.A.
a. A-36 Structural Steel
b.
C.
d. C-33 Concrete Aggregate
e.
f. Welding AWS D1
AI 85 - Weld Steel Fabric for Concrete Reinforcement.
A61 5 - Deformed and Plain Billet Steel Bars for Concrete
Reinforcement (Grade 40).
C-150 Portland Cement, Type 1 or 2
1
1.03
1.04
1.05
Submittals
A. Shop drawings, structural details and calculations for all footings, retaining walls,
reinforcing, connection and supporting elements for G.F.R.C. rock work.
B. Two (2) - 4'x6' sample panels of G.F.R.C. rock work for review of character,
texture and color of different types of rockwork. Panels shall be reviewed by the
Landscape Architect.
C. Written approval for each submittal shall be obtained by the rock work contractor
prior to the fabrication of any G.F.R.C. rock of other elements.
Delivery and Storage of G.F.R.C. Panels and Related Materials
A. Deliver manufactured products in manufacturer's unopened containers, fully
identified with manufacturer's name, brand, type and grade.
B. Protect manufactured products from weather, soiling and damage using
handling equipment and storage techniques recommended by the
manufacturer.
C. Keep all concreting and plastering material dry until used. Keep material off
the ground, under cover and clear of damp walls or other damp surfaces. - D. Handle and store simulated G.F.R.C. rock panels in a manner to protect units
from strain or damage of any kind. Provide properly sized lifting devices for
all type work.
Scaffolding and Protection
Provide, install and maintain for the duration of this work, scaffolding, trestles and
planking necessary for the work of this Section. Ensure that scaffolding complies with
applicable laws, regulations and ordinances and does not interfere with the work of
others.
PART 2 - PRODUCTS
2.01 Artificial Rockwork - G.F.R.C.
A. Rock work color and texture: The artificial rock work material shall simulate the
colors and fine textures of natural rock and simulate the style and character of
the rock in the adjacent outcroppings. The colors shall be non-fading and non-
toxic. The final color and character of the rockwork shall be approved by the
Landscape Architect.
B. The textured rock panels supplied under these specifications shall be first quality
products designed and manufactured specifically for the purposes of provide an
aesthetic rock appearance of structurally sound, erosion-resistant surfaces, and
which have been satisfactorily demonstrated by prior use to be suitable and
durable for such purpose.
2
_-
C. All panels shall be constructed an assembled "full size" (per each area as shown
on the plans) and minimum 3/4" thick at the fabricators manufacturing yard.
D. Components of G.F.R.C.
I. Cement: Portland Cement conforming to current ASTM C 150
specifications for Type 1 only. Cement which has become caked,
partially set or othewise deteriorated will be rejected. DO NOT change
brand of cement during construction.
Sand: Clean, uncoated and strong-grained silica sand. Beach sand or
and sand containing high amounts of salts will be rejected.
Water: Uncontaminated, as supplied directly by a municipal water district.
Glass fibers: AR Type Fiberglass - CEM-FILAR or approved equivalent.
2.
3.
4. Water-reducing agent.
5.
6. Color: As manufactured by Frank D. Davis Company or equivalent.
Application and selection of color to be approved by Landscape Architect.
Submit product literature for approval.
Fillers: All material other than cement, aggregate, glass fiber, core
material, admixtures or water included as part of the fiberglass-cement
material in its manufacture shall be considered filler. Fillers shall only be
used in accordance with the recommendations of the licenser to improve
the fiberglass-cement properties or to assist in the manufacture of the
material. The manufacturer is to seek prior written approval from the
Landscape Architect for the use of any fillers. Filler shall also be approved
by the manufacturer's engineer.
Anchors attachments and reinforcements shall conform to the following:
7.
8.
a. Steel plates: Structural quality, hot-rolled carbon steel, ASTM A-
36
b. Steel Shapes: ASTM A-36
C.
d.
e.
Anchor bolts: ASTM A 307, low-carbon steel bolts, regular
hexagon huts and carbon steel washers.
Finish of steel units: Painted with rust-inhibited primer.
Inserts in fiberglass-cement panels closer than one inch to the
exposed surface at the panel and all metal portions of the
anchorage assemblies not totally enclosed within the interior
space of the structures shall be non-ferrous or hot-dipped
galvanized steel.
f. Welding: AWS D1.l
3
E. Proportions - G.F.R.C. Castings:
1.
2. Sand: 31-50 Ibs.
3. Water: 33 Ibs maximum
4.
5. Glass fiber: 6.4 Ibs.
6. Color: as required
Cement: one bag (94 Ibs.)
Water reducing agent: 4-6 fluid ounces
2.02 Artificial Rock Work - Sculptured in the Positive:
(As field construction joints)
A. Rock Work Color and Texture: The artificial rock work material shall simulate the
color and fine texture of natural rock and match that of the G.F.R.C. rock work.
The colors shall be non-fading and non-toxic.
B. Reinforcing bars: Deformed reinforcing bars shall be of intermediate grade and
conform to ASTM Designation 615 as to quality and ASTM-A 305 as to
deformations.
C. Lathing - expanded metal lath -225 gauge galvanized. Install mortar cover thick
enough to prevent oxidation and bleed-thru. 1
D. Mortar: Texture coat mortar shall be a waterproof Portland Cement mortar made
with Portland Cement conforming to ASTM C150 Type 1 and sand conforming to
ASTM C144.
E. Water: Water for all concrete and mortar work shall be of potable quality, and will
be available at he sites with no charge being made for water used.
2.03 Fiberglass - Cement Properties
A. Required properties shall be as follows:
Density: 112 p.c.f. minimum.
Glass content - 5% by weight minimum.
Modulus of Rupture - 3045 psi minimum at 28 days.
Limit of Proportionality - 1 160 psi minimum at 28 days.
lnterlaminar Shear - 210 psi minimum at 28 days
B. Water Penetration: Panels shall not allow water to penetrate through the
thickness of the panel so that dampness occurs on the inside face.
C. Overall Weight: Completed panels shall not weigh more than 9 pounds per
square foot of exposed surface area. This requirement applies individually to
each panel.
4
2.04 Structural Design
F
If necessary, the Contractor shall provide structural engineering for the design of
retaining walls, reinforcing, footings and panels, etc. The engineer shall be a licensed,
registered civil/structural engineer in the State of California, where the project is located.
2.05 Fabrication of G.F.R.C.
A. General
Simulated rock panels shall be cast by the spray method wherein a specially designed
hand-held gun is used which sprays a cement slurry onto the given form and at the
same time chops a continuous glass roving into predetermined lengths which are
sprayed at random in the plane of the surface.
B. Fabrication and Curing
1. Cast panels to match texture, color and finish of the approved panel.
Panels that do not match the approved sample in the opinion of the
Landscape Architect are subject to rejection.
2. Cast units in leak-proof molds of sufficient strength to withstand
deformation of units. Construct molds removable without hammering or
prying against panels. The choice of a mold release agent must be
compatible with the finishes. Mineral oil coatings will not be permitted.
3. Application and mixing: Application shall be spraying such that uniform
mixings of glass fiber and cement matrix is achieved during the
application process.
.,-
a. The glass fiber and cement slurry shall be metered to the spray
head at rates to achieve the desired mix proportion and glass
content. These shall be check prior to spray up of each panel in
accordance with test methods CEM/QC/002 and 003.
Distribution of fiber in the mix shall be controlled by the operator
in such a way as to be as uniform as possible.
All weight and volume measurements of mix constituents shall
be carried out in careful manner such that the correct mix
proportions are achieved.
Wet mixing and spray application shall be carried out with
equipment and procedure approved by the licenser.
Cleanliness of equipment and working procedures shall be
maintained at all times.
Spray applicators shall be experienced personnel whose
proficiency meets standards set by the licenser.
Mist coats consisting of the basic composition without fiber may,
if necessary, be sprayed onto the molds. The thickness of this
coating shall not exceed .02 inches maximum in order to avoid
an unreinforced surface.
b.
c.
d.
e.
f.
5
g.
,h.
Spray-up of main body of material shall proceed before any mist
coat has set.
The method of spraying the main body of material shall achieve
the greatest possible uniformity of thickness and fiber
distribution.
Consolidation shall be by rolling and such other techniques as
approved by the licenser and as are necessary to achieve
complete encapsulation of fibers and full compaction.
Control of thickness shall be achieved by using a pin-gauge or
other approved method.
All hand forming of intricate details and over-spraying shall be
carried out before the material has achieved it initial set so as to
ensure complete bonding.
1.
j.
k.
4. Care of Panels After Spraying: Immediately after the completion of
spraying of the panel a curing method approved by the manufacturer’s
engineer shall be adopted in order to achieve sufficient strength for the
demolding process.
5. Curing: Curing shall be continued after demolding again to a method
approved by the manufacturer’s engineer. The curing conditions shall be
such as to provide free water on the surface of the panels and an
adequate level of temperature for a period of a minimum of seven days in
accordance with manufacturer‘s recommendations, 28 days of storage in
a fog room, or approved methods which will provide equivalent curing.
C. Storage and Handling
Panels shall be handled, stored and transported in such a way that no damage or
marking of surfaces occurs so that the panels are not subject to undue stress
and as directed by the manufacturer’s engineer.
D. Identification of Units
All panels shall be identified individually to indicate the panel type and date of
manufacture.
2.06 Support Structure
A. The support structure, anchors in G.F.R.C. panels and all attachments shall be of
standard steel members. The rock work contractor shall provide all necessary
shop drawings, details, and structural calculations for the structure system prior
to fabrication and erection of any forms, reinforcing or panels.
PART 3 - EXECUTION
3.01 GENERAL G.F.R.C.
-4
-.
-. A. Construct rock work with manmade rock at locations shown on the drawings.
6
B. Coordinate with work of other trades including but not limited to connection of
drains and irrigation to planting pockets, electrical conduits, davits and other
. safety devices, sound system, light fixtures and special effects equipment.
C. Upon completion, the rock formations shall be equal or superior with respect to
configuration, coloration, durability, appearance and structural integrity to the
rock work represented in the samples required to be submitted in paragraph 1.05
Submittals above.
3.02 Reinforcement and Anchorage G.F.R.C
A. Form reinforcement to lines, forms and contours conforming to drawings.
B. Provide construction joints, if required, in accordance with design calculations
and shop drawings.
3.03 Erection G.F.R.C.
A. Determine field conditions by actual measurements.
B. Handle hoist, anchor and otherwise place units to the patter approved by the
Owner. Attach to other framing as detailed.
C. Provide removable bracing which leaves no holes or protruding fastening.
Remove all projecting lift rings, pads, brace bolts, ties or other parts, which will
not be used when units are in final secured position. Lifting inserts and similar
devices are not allowed in exposed surfaces.
D. Contractor shall assume responsibility for proper alignment of completed work.
E. Fill in all field joints and install sculpted rock as required by field conditions or
shown on details.
3.04 Coloring G.F.R.C.
A. Apply washes of approved color to textured surfaces.
B. Apply color in accordance with proven methods of achieving a naturalistic result.
C. Comply with approved color schemes.
D. Accentuate forms and detail by varying the tones of color
3.05 Clean-up: Upon completion of rock work construction and before final acceptance,
remove rubbish, trash and debris resulting from rock work construction operations. The
site shall be left in a neat and acceptable condition such as to meet approval of the
Owner.
- END OF SECTION 02580 -
7
LAKE AND WATER FEATURE SPECIFICATIONS
PART I GENERAL
1.01
A.
B.
1.02
A.
B.
SCOPE OF WORK
Work included: Lake Contractor shall provide all labor, materials, appliances, tools,
equipment, facilities, transportation, and services necessary for and incidental to
performing all operations of the work of this section, complete, as shown on the drawings
or specified herein. Work includes, but is not necessarily limited to, the following:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
Subgrade and layout verifications of lakes.
Subgrade and grade modifications required by lake work, except work covered in
general grading. Finish grade to be f 0.2 feet.
Lake membrane liner.
Reinforced concrete veneer at lake edge, boulder pocket locations andor where
otherwise shown on the drawings.
The Contractor shall be responsible for excavation, stockpile, and fill over the
liner.
Decorative rock.
Decorative colored and sculptured shoreline treatment.
Piping, pump station and vault construction, mechanical, and hydraulic system
installation and electrical pump control panel fabrication and installation.
Miscellaneous construction as shown on the drawings or required by these
specifications.
Electrical conduits, wiring and hook-up of the control panel, pumps, exhaust fan,
sump pump and vault light.
Dewatering. Should high ground water be present at the time of construction, the
Owner shall maintain all construction surfaces firm and dry.
Related work to be provided by others, and coordinated by the water feature contractor
includes:
1.
2.
3. Dockshridge and pathways.
Water for filling and testing the completed facility.
Rough grading of the lake bottom, to within approximately 0.2 feet tolerance.
REQUIREMENTS OF REGULATORY AGENCIES THAT SHALL BE FOLLOWED
BY THE CONTRACTOR INCLUDE:
The Uniform Building Code, latest edition, where applicable.
Construction safety orders of the federal, state, or local government.
1
Sectian -
Water Feature
C.
D.
1.03
A.
B.
C.
D.
E.
F.
The ACI standards specifications for structural concrete, (ACI 301 72, revised 1980 where
applicable).
The national electrical code, latest edition, where applicable.
GENERAL REQUIREMENTS AND SITE CONDITIONS:
Verifications: Before accepting a contract or proceeding with any work, the lake
Contractor shall veri@ quantities and dimensions and immediately inform the lake
Engineer of any discrepancies between the drawings and actual conditions. No work
shall be done in any area where there is a discrepancy until approval has been given by
the lake Engineer.
Existing utility locations: The Contractor shall review existing plans and available utility
information, and stake in the field the locations of any existing underground lines so that
proper precautions may be taken to avoid damage to such utilities. In the event of a
conflict, the Contractor shall promptly notify the Owner who will mange for the
relocation of one or the other. Failure to follow this procedure, places upon the lake
Contractor the responsibility for making any and all repairs for damage of any kind at his
own expense.
Existing improvements: The lake Contractor shall provide necessary safeguards and
exercise caution against injury or defacement of any site improvements and shall be
responsible for any damage resulting fi-om his operations and shall repair or replace such
damage at his own expense. No trucks or vehicles of any kind shall be allowed to pass
over sidewalks, curbs, etc., unless adequate protection is provided.
Responsibilities: The lake Contractor shall furnish and install a complete hydraulic
system as described in the scope or work. All work shall be in strict accordance with the
drawings, specifications, and existing codes and regulations.
Discrepancies: It is the intent of these drawings and specifications that the lake system be
complete and workable. It is the lake Contractor’s responsibility to make sure that the
equipment hished is compatible and adheres to all regulations. Any discrepancies
should be noted immediately and should be reported to the lake Engineer for clarification
prior to installation.
System clean-up and start-up: Water for filling the lake(s) and power for operation of the
system(s) shall be furnished by the Owner and shall be available concurrently with the
completion of the lake Contractor’s work. Debris and foreign materials shall be removed
fiom the lake area and the pump vaults, by the lake Contractor, one time only, prior to the
operation of the system. If additional clean-ups are required due to construction delays or
for other reasons that are not the responsibility of the lake Contractor, the Owner shall be
responsible for such cleaning.
4
-..
2
Section -
Water Feature
c When the lake has been filled to the designated water level and all electrical connections
have been completed, the lake Contractor shall actuate the recirculation system(s) and
shall be responsible for the proper operation of pumps, controls, and all other mechanical
and electrical equipment included in the scope of work.
G. Liner Alternatives: Contractor shall, at his expence, hire soils engineer to perform soils
testing onsite. Soils engineer shall provide geotechnical test report to the Engineer giving
the thickness, porosity, hydraulic conductivity, and soil classification of the sediments
under each of the proposed ponds.
1.04 QUALIFICATIONS
A. The lake Contractor and his supervisor to be assigned to the job shall have the following
qualifications:
1.
2.
Have successfully completed not less than five (5) lake projects, each of a scope
equal to or greater than this project, within the last two (2) years.
Submit to the Owner, with his formal bid, a list of at least five (5) projects
complete with names, addresses and telephone numbers, of the landscape
ArchitectEngineer and the Owner’s representative and a brief description of the
lake facilities including size and scope of the mechanical system, lists of
subcontractors (if any) and the date of completion.
Be capable of furnishing as a separate bid, labor, material and performance bonds.
The Owner will determine if the lake Contractor is qualified to propose to work
on this project and may refuse any bid.
3.
4.
B. The Contractor, by submitting a bid, thereby represents that he understands the nature of
this specialized artistic work. Also, that he understands basic hydraulic and flow
requirements pertaining to streams and waterfalls and is ultimately responsible for the
artistic result of his work.
PART 2 PRODUCTS
2.0i PVC LINER:
A. Material: The material supplied under these specifications shall be first quality domestic
goods specifically formulated, manufactured, fabricated and tested for lake applications.
The materials used for the lining shall be a polyvinyl chloride (PVC) membrane and shall
have been satisfactorily demonstrated by prior use to be suitable and durable for the
purpose of this work. The membrane shall be manufactured by the calendaring process
and shall be uniform in color, thickness, size and surface texture. The hished lining
shall be a flexible, durable, watertight product ftee from pinholes, blisters and
containments. Reprocessed materials shall not be acceptable other than clean rework
materials from the same virgin ingredients generated from the manufacturer’s own
production. The PVC lining shall be as furnished by Palco Linings, Inc., Stanton,
3
section - Water Feature
California; Staff Industries, Upper Montclair, New Jersey; Watersaver, Inc., Denver,
Colorado; or approved equal. The finished lining must have the following minimal
material properties:
PROPERTY TEST METHOD TEST VALUE
30 Mil
28.5 Mil
Gauge (Nominal)
Thickness (Minimal)
3
ASTM DI593
PAR. 9.1.3.
Specific Gravity ASTM D792
MTD A1
1.24 to 1.30
Minimum Tensile ASTM
MTD A1
1.24 to 1.30
Minimum Tensile
Property (EA. Direction)
ASTM D882
1. Breaking factor
(LBS/INCH WIDTH)
2. Elongation @ Break
(Percent)
3. Modulus (Force)
(@ 100% Longation)
MTDAorB
(ONE INCH WIDE)
MTD A or B
69 LBSDN.
(2300 PSI)
300%
27 LBSm
(900 PSI)
8 LBS
(267 LBSN
Neg 15 Deg F
MTD A or B
Tear Resistance
(Min. Avg. Pounds)
ASTM DI004
DIE C
Low Temp. Impact
(50% Pass)
ASTM D1790
Dimensional Stability
(EA. Direction, %
Change Maximum)
ASTM D1204
212 DEG F
15 Min.
Approx. 5
Water Extraction
(Max. % wt. Loss)
ASTM D3083
(Modif. by NSF)
0.35%
Volatile Loss
(Max. % Wt. Loss)
ASTM D 1203 0.7%
4
Section -
Water Feature
MINIMAL MATERIAL PROPERTIES
Resistance to soil ASTM D3083
Burial (% Change Max.)
in original value
(Modif. by NSF)
1. Breaking factor
2. Elongation
3. Modulus (@ 100% elongation
5%
20%
20%
Hydrostatic Resistance ASTM D75 1 82 PSI
(LBS/SQ.IN. Minimum) MTD A
FACTORY SEAM REQUIREMENTS
Factory Seaming Method Dielectric
Fusion Weld
Bonded seam strength ASTM D3083 55.2 LBS/IN
(Factory seam breaking (Modif. by NSF) Width
factor, PPI width)
Peel adhesion ASTM 413 10 LBS/IN or
(LBS/IN Minimum) (Modif. by NSF) Film Tearing Bond
Resistance to soil ASTM D3083
Burial (% Change Max.
in original value)
(Modified by NSF)
FIELD SEAM REQUIREMENTS
Bonded Seam Strength Negative 20%
Peel Adhesion Negative 20%
Field Seaming Method Bonded Solvent
Weld
Bonded Seam Strength ASTM D3083 55.2 LBS/IN
(Seam Breaking Factor (Modif. NSF) Width
B. Fabrication: The individual widths of calendared PVC shall be factory fabricated into
large sheets custom designed for this project with a width and length so as to minimize
field seaming. All factory seams shall provide a bond between the sheets sufficiently
strong to meet the test requirements of these specifications. The factory seaming shall be
accomplished by use of dielectric fusion welding equipment. The dielectric weld shall be
a one inch wide continuous bond.
F
5
Section -
Writer Feature
C. Panel packaging and storage: Factory fabricated PVC panels shall be accordion folded
onto a sturdy, wooden pallet designed to be moved by a forklift or similar equipment.
Factory fabricated panels shall be packaged in heavy, water resistant cardboard, fully
enclosed and protected to prevent damage to the panels during shipment. Both the
factory fabricated panels and the outsides of each container shall be prominently indelible
marked with the panel size.
Packaged factory fabricated sheets which have been delivered to the project site shall be
stored in a dry area and protected from the direct heat of the sun where possible,
especially when stored for a long period of time. Containers shall not be stacked.
D. Qualifications of suppliers:
1. The manufacturer of the PVC synthetic membrane liner shall provide the Owner’s
representative with a job list of not less than twenty (20) projects and not less than
ten (1 0) million square feet of successfully installed PVC synthetic lining. The
job list shall show the names, addresses, and telephone numbers of the appropriate
party to contact in each case.
The fabricator of the PVC synthetic membrane lining shall be approved in writing
by the lining manufacturer and shall provide evidence to the lake Engineer that he
has fabricated not less than five (5) million square feet of PVC synthetic
membrane lining.
The installer of the PVC synthetic membrane lining shall be experienced in the
installation of flexible membrane lining and shall be approved in writing.
2.
3.
2.02 GUARANTEE
The membrane lining material and the seam materials shall be guaranteed by the supplier
of the material to have an effective life of at least ten (10) years, provided they remain
continuously protected against exposure and mechanical damage. This warranty shall
guarantee the pro-rata replacement cost of defective materials deteriorating as a result of
physical or chemical changes which render the lining ineffective as a waterproof
membrane. Should defects or premature loss of use occur, the material supplier shall
supply, repair, or replace material on a pro-rata basis at the current price, in such a
manner as to charge the Owner only for that portion of the warranted ten year life which
has elapsed since the material was purchased. The liner installation and workmanship
shall be guaranteed by the Contractor for a period of 1 year@).
I
6
Section -
Water Feature
/c
2.03
2.04
2.05
2.06
2.07
2.08
2.09
A.
B.
PVC SOLVENT
The PVC solvent (liner to liner) adhesive shall be as provided by the lining material
supplier or approved equal.
MASTIC
The liner to concrete adhesive (mastic) shall be per National Starch, Model #366167
Durotak or approved equal.
BUTYL TAPE
The butyl tape shall be per General Sealants GS4 or approved equal.
CAULKING
The caulking shall be per Burke Silicone Sealant or approved equal and shall meet federal
specifications TAT S 00230C, Type 2. Apply per manufacturer’s equipment.
WATERSTOPS
Waterstops shall be used for concrete expansion and construction joints where shown on
plans and shall be per Schlegel Corp., Rochester, New York or approved equal. The
waterstops shall be manufactured from virgin polyvinyl chloride plastic compound and
shall not contain any scrap or reclaimed material or pigment whatsoever. The properties
of the polyvinyl chloride compound used, as well as the physical properties of the
waterstops shall meet or exceed the requirements set forth in the U.S. Army Corps of
Engineers Waterstop Specifications (ORD 0072 74).
WIRE MESH
The concrete veneer reinforcement shall be one inch by one inch by 20 gauge, galvanized
octagonal mesh wire.
CONCRETE VENEER
The concrete veneer shall consist of a minimum 6-stack mix, type 1 or 11, Portland
cement with a maximum aggregate size of 3/8”.
The concrete shall obtain a 28 day minimum compressive strength of 2500 PSI when
prepared in accordance with ASTM C3 1 test method 23 1. Concrete failing to meet this
specification shall be removed and replaced.
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Section -
Water Featare
C.
D.
2.10
A.
B.
C.
D.
2.1 1
A.
B.
C.
D.
2.12
A.
It shall be the lake Contractor’s responsibility to furnish a statement from the concrete
supplier stating the mix proportions, the anticipated strength, and a test report copy made
in the last 90 days. After approval, the aggregates and cement shall remain the same
throughout the job. The quantities of each may change to increase strength.
The concrete shall be delivered to the site with a slump of not more than 4 inches.
Mechanical:
Air relief valve: The air relief valve shall be of PVC construction and shall be per
Waterman AVP series or approved equal to size shown on plans.
Repair couplings: All repair couplings shall be Gheen 7033 or approved equal unless
otherwise noted on the plans and fitted for pipes as shown on the plans.
Butterfly valve(s): The butterfly valve(s) shall be for hand operation per Keystone Fig
99, unless otherwise noted, or approved equal. They shall be wafer type for flange
mountihg, the pressure rating shall be 125 LB. Valve bodies shall be high strength cast
iron with carbon steel shafts.
Check valve(s): The check valve(s) shall be wafer he, spring loaded, butterfly type with
dual springs and shall consist of a rubber lined insert in a cast iron body per Centerline,
Inc. of Tulsa, Oklahoma or approved equal. When chlorine is applied, the check valve is
to be epoxy coated.
PVC PIPING:
Materials: Pipe shall be polyvinyl chloride (PVC) to size and pressure class indicated on
the plans. The plastic compound shall conform to ASTM Standard Specification D2241,
Section 7.5, Type 1, Grade 1. The compound classification shall be 12-454B as defined
in ASTM D1784. Tolerances and dimensions shall meet the ASTM D2122.
The pipe shall be homogenous throughout and fi-ee from visible cracks, holes, foreign
inclusions or other defects.
Joints shall be integral bell and spigot type with rubber gaskets, conforming to ASTM
D3 139.
PVC pipe shall not be stored in the sun for any length of time and shall not be dropped or
abused in a manner that can cause cracking. Discolored PVC material shall not be used.
ELECTRICAL:
Control panel: Control panel shall be Mshed by the lake Contractor and shall be
compatible with the pumps furnished. The panel shall contain magnetic starters,
I.
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8
disconnects, overload relays, quick trip ambient compensated heater elements,
transformer, 7 day, skip-a-day time clock@), a 100 volt duplex receptacle, and breakers as
needed. The box shall be NEMA 3R suitable for wall mounting and shall have the
H-0-A switch and reset in the door. The box shall be lockable and designed specifically
for wall mounting.
B. Conduits: All conduits installed shall be galvanized and rigid, or flexible, meeting the
following requirements:
1. The galvanized conduit shall conform to the federal specification WW C58 1 CJ
American Rigid Steel Conduit Specification C80,l 1953 and underwriter’s
laboratories specification.
The inside diameter of the sleeve shall be the same as the outside diameter of the
I.P.S. pipe used with it. The wall thickness of the sleeve shall be the same as the
jacket of the pipe.
All conduits to be run underground shall be an approved PVC type.
2.
3.
2.13 PRECAST CONCRETE VAULT, SKIMMER AND BOXES(ES):
A. General: The precast vault, skimmer, and box(es) shall be per quickset (ACP) or
approved equal and to size shown on the plans. All precast manhole sections shall be
manufactured in a plant specifically designed for this purpose. Wall units shall conform
to the design shown on the drawings.
Design loads: Design loads shall cons,ist otdead load, live load, impact, and in addition,
loads due to water table and any other loads which may be imposed upon the structure,
live loads when applicable shall be for H 20 andor H 20 S 16 per AASHTO standard
specifications for highway bridges with revisions. Design wheel load shall be 16 Kips.
The live load shall be that loading which produces the maximum stresses and bending
moments in the structure.
#
B.
C.
D.
Forms: All forms used in placing concrete shall be of metal sufficiently designed and
braced to maintain their alignment under pressure of the concrete during placing.
Concrete:
1. Aggregates: All aggregates fine and coarse other than lightweight shall conform
to specifications outlined by ASTM C 33 64. Lightweight aggregates shall be fiee
of deleterious substances causing reactivity with oxidized hydrogen sulfide. Both
types of aggregate shall be graded in a manner as to produce a homogenous
concrete mix. All materials are to be accurately weighed at a central batching
facility for mixing.
Cement: All cement shall be Portland Cement conforming to ASTM C150, Type
II. Cement shall be sufficient to produce minimum compressive strength of 3,000
PSI.
2.
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Seetian -
Water Feature
3. Placing: All concrete shall be handled from the mixer or transport vehicle to the
place of final deposit in a continuous manner as rapidly as practicable and without
segregation or loss of ingredients, until the approved unit operation is completed,
concrete shall be placed by mechanical internal or external vibrating equipment.
Duration of the vibration cycle shall be limited to the time necessary to produce
satisfactory consolation.
Curing: For purposes of early re-use of forms, the concrete may be steam cured
after an initial set has taken place. The steam temperature shall not exceed 160
degrees and the temperature shall be raised from normal ambient temperatures at a
rate not to exceed 50 degrees per hour. The steam cured unit shall not be removed
from the forms until sufficient strength is obtained for the unit to withstand any
structural strain that may be subjected during the pouring operation. After the
stripping of forms, further curing by means of water spraying or a membrane
curing compound may be used and shall be of a clear or white type, conforming to
ASTM C309 58.
4.
E. Reinforcing steel: All reinforcing steel, including welded wire mesh, shall be of the size
and in the locations as shown on the manufacturer’s shop drawings. All reinforcing shall
be sufficiently tied to withstand any displacement during the pouring operation. All bars
shall be intermediate or hard grade billet steel conforming to ASTM A615. Bars other
than 1/4” round shall be deformed in accordance with ASTM A 306.
F. Joint sealant: The joint sealant shall be as provided by the vault manufacturer and shall
be installed in quantities recommended by the vault manufacturer.
PART 3 EXECUTION
3.01
A.
B.
C.
FINISH LAKE GRADING:
Subgrade preparation: The subgrade upon which the membrane lining is to be placed
shall be prepared immediately prior to placing the liner. The lake Contractor shall
prepare the subgrade such that it shall be free ftom earthen clods, rocks and cobbles larger
than 3/4” in diameter and rubbish or other foreign materials. The surface of the
completed subgrade shall be smooth, uniform and free from sudden changes in grade
other than at designated slope areas and boulder nests.
Grading outside the lake edge: It is the intent of these plans and specifications to provide
adequate landscape areas outside the lake perimeter. The lake Contractor shall insure that
rock placement outside the lake system does not hinder drainage. The lake Contractor
shall coordinate his work with the grading Contractor and shall bring any discrepancies or
problem areas to the attention of the Owner’s representative prior to the completion of the
work.
Regrading of lake sides: The lake shall be rough graded by the rough grading Contractor
according to the grades shown in the grading plans. The lake Contractor shall perform
I
4
10
Section -
Water Feature
rc- fine grading as required to produce slopes and grades shown on the lake plans. Any
regrading shall be made through additional excavation or cutting and the generated soil
shall be wasted in landscape areas nearby.
3.02 PRECAST CONCRETE VAULT, SKIMMER AND BOX(ES):
A. Field preparation: The Contractor shall prepare a hole large enough to accommodate the
outside dimension of the vault as shown on the drawings, prior to the setting. The
Contractor shall provide a minimum of three (3) to six (6) inches of fine grained material
as specified by the vault manufacturer to be suitable as a base to receive the vault. The
base material shall be compacted and graded level and at proper elevation to receive the
vault.
B. Delivery: Delivery of the product will be made by common carrier on manufacturer’s
boom equipped truck. The lake Contractor shall be responsible for providing sufficient
labor and equipment to place the units.
C. Joint sealants: Sealants used between the joints of the vault shall be placed at the bottom
of the groove, prior to setting the next section. The joint seal shall be applied by the
following procedures:
c 1.
2.
3,
Remove all foreign material in the joint area with brush or equal. Remove
silicone treated protective paper wrapping from one side of the joint sealant strip.
Lay the joint sealant strips, paper side up, on the cleaned joint surface, press strips
to surface firmly end to end (with 1” laps around entire joint).
Remove protective paper covering from the joint sealant and lift next section into
place. The joint sealant material shall “squeeze-out” from the joint indicating the
seal has been made properly. Excess joint sealant shall be removed.
D. Vault backfill: The lake Contractor shall backfill around and cover the vault where
shown on the plans. The fill material shall be fiee of foreign matter, debris and large
rocks or clods and placed around the vault in 6 inch lifts and compacted to 90% relative
density. The lake Contractor shall take special precautions to insure uniform compaction
around pipes where they enter and exit the vault and to insure that the pipe are not
damaged during the backfill operation.
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Section -
Water Feature
3.03 LAKE SYSTEM PIPING: --
A. Trenching: Trenches shall be excavated to the width necessary to permit the pipe to be
laid and jointed properly and the backfill to be placed as specified. In no case shall the
trench width at and below the top of the pipe be such that the clean space between the
pipe barrel and the trench wall exceed 12” on each side of the pipe. The trench shall be
excavated to the proper depth and the trench bottom shall be graded to provide uniform
bearing and support for pipe for its entire length. A continuous trough shall be excavated
to receive the bottom quadrant of the pipe and bell holes shall be provided at each joint to
permit the jointing to be performed properly and so that the pipe will be uniformly
supported. Whenever soil is encountered in the bottom of the trench that is incapable of
supporting the pipe, as determined by the Owner’s representative, such soils shall be
removed to the depth direction and the trench backfilled and compacted to the proper
grade with approved material.
B. Installation : The pipe shall be placed to lines and grades as shown on the plans. All
lines shall have 3’ of cover (minimum) outside the lake perimeter and 1’ minimum cover
within the lake perimeter except as they emerge fiom the ground or as otherwise indicated
on the plans. Pipes shall vary below minimum grade where existing pipes are
encountered. All pipes shall be inspected for cracks or defects just prior to installation.
No faulty pipe shall be incorporated into the job. A joint lubricant as recommended by
supplier may be used but must be fiee fiom harmfbl effects.
C. Backfill: Backfill materials shall not consist of large stones or foreign material. When
onsite excavated material is unsuitable in the opinion of the Owner’s representative, other
approved material such as sand shall be provided by the Contractor to insure proper
backfill and compaction. Any bracing installed to prevent cave-ins shall be withdrawn in
a manner that will maintain the desired support during the backfilling operations.
D. Backfill material in trenches shall be compacted to 90 percent of maximum density.
Maximum density shall be defined by the ASTM specification D69B, otherwise known as
standard proctor. The moisture content of the backfill material shall be such that the lake
Contractor is able to meet the specification. Trench backfill fiom the bottom of the
trench to a point halfway up the side of the pipe shall consist of the excavated or
approved material tamped to the required density in layers not exceeding 6 inches loose
thickness. In lieu of the tamped material, the lake Contractor may use sand to the same
depth. The sand shall be placed in the trench in such a manner that the pipe will not be
damaged. The backfill material andor sand shall be thoroughly worked under the sides
of the pipe. Flooding or jetting of trenches will be permitted as a means of achieving
compaction, but care should be taken not to permit any lifting of the pipe due to
buoyancy.
il
Section-
Wstw Feature
3.04 LINING INSTALLATION:
A. Placement: A continuous PVC membrane lining shall be installed through-out below the
fieeboard elevations indicted on the plans. The PVC lining shall be placed over the
prepared surfaces to be lined in such a manner to assure minimum handling. The sheets
shall be placed in such a manner as to reduce field jointing to a minimum, horizontal
factory and field seams on the slopes steeper than 2: 1 shall not be permitted, only those
sheets of lining material which can be anchored and/or sealed together in one day shall be
unpackaged and placed in position. Sandbags or rubber tires free from exposed cords or
other sharp edges may be used as required to hold the lining in position during
installation, under no circumstances shall the lining be subjected to materials, sandbags,
equipment or other items being dragged across its surface, nor shall workmen and others
slide down slopes atop the lining. All parties walking or working upon the lining shall
wear soft soled shoes, lining sheets shall be closely fit and sealed around inlets, outlets,
and other projections through the lining, as shown on the drawings.
B. Field seams: All seaming, sealing and high solids adhesives, caulking and mastic shall be
of the type or types recommended and supplied by the manufacturer of the PVC panels
and shall be delivered in original sealed containers each with an indelible label bearing
the brand name and complete direction as to proper storage, use and application of the
adhesive. All adhesive shall be kept in small, sealed squeeze bottles and shall only be
permitted on the areas to be sealed. Field lap joints shall be used to seal. Factory
fabricated panels shall be formed by lapping the edges of the panels a minimum of six (6)
inches. The contact surfaces of the panels to be seamed shall be wiped clean to remove
all dirt, dust, moisture and other foreign materials. Sufficient liner to liner bonding
adhesive shall be applied to the joint area so as to form a continuous solvent weld
approximately 1 through 3 inches wide. In applying adhesive, care must be taken to tie
into the end of the seam previously completed so that leak paths or weak points in the
seam do not occur. The surfaces should be pressed down immediately and rubbed toward
the leading edge of the panel. Any wrinkles shall be smoothed out. Lining material shall
be resealed, using the same procedure, to eliminate all fiee edges. Extreme care shall be
taken throughout the work to avoid fishmouths in the field seams. When fishmouths do
occur, they shall be split cut far enough fiom the seam to dissipate them, lapped, seamed
together in the lapped area and patched. Any portion of the lining damaged during
installation, by any cause, shall be removed or repaired by using an additional piece of
PVC lining as specified hereinafter.
C. Patching: Any necessary repairs to the PVC lining shall be patched with the lining
material itself and liner to liner bonding adhesive. The patch material shall extend a
minimum of four (4) inches in each direction from the damaged areas. The bonding
adhesive shall be applied to the contact surfaces of both the patch and the lining to be
repaired and the two surfaces pressed together immediately. Any wrinkles shall be
smoothed out. All joints shall be tightly bonded.
13
3.05
A.
B.
C.
D.
3.06
A.
B.
C.
Any lining showing injury due to scuffing, penetration by foreign objects, or distress fiom
rough subgrade shall, as directed by the lake Engineer, be replaced or covered and sealed
with an additional layer of PVC lining of the proper size in accordance with the patching
procedures.
CONCRETE VENEER:
General: A wire reinforced concrete veneer cover shall be installed over the membrane
liner by the lake Contractor where shown on the plans.
Wire mesh: One inch by one inch by 20 gauge octagonal wire mesh shall be placed over
the membrane liner in all areas to receive a concrete veneer. The wire shall be laid in a
continuous layer, with adjacent edges over-lapping 2 inches (minimum) and secured to
another by the use of hog rings or other appropriate clips which cannot puncture the
liner.
Concrete: The concrete shall be placed over the wire. All wire shall be covered with
concrete such that no wire is visible on the surface or edge of the concrete except where
indicated on the plans. The concrete shall be rough, broom finished, and water or
membrane cured to prevent excessive cracking or checking. No expansion joints will be
required. The concrete veneer is expected to crack during and after curing. Cracks 1/4”
and larger shall be caulked.
Boulder nests: Certain areas of the slopes and bottoms, as indicated on the plans, shall be
designated to receive large (four feet, nominal br larger decorative boulders). These
areas shall receive a minimum of 3 inches of concrete to support the boulders and two (2)
layers of wire mesh, or as indicated on the plans.
CONCRETE SCULPTURED SHORELWE:
General: An artificial shoreline shall be constructed that has the appearance of a natural
eroded soil around the waterscape perimeter as indicated on the plans. As soon as
practical, the lake Contractor shall install a 10’ long shore test section for approval of
texture and color.
Concrete: Concrete sculptured shoreline material shall be placed by hand in the areas so
designated and sculpted to the desired results. After the concrete has semi-set, the area
shall be washed down with a spray nozzle to give the shoreline treatment an eroded
appearance. Elevation of the sculptured shoreline shall be as shown on the plans. Final
artistic result of the sculptured shoreline treatment must rest with the Contractor’s ability
to perform this work to the satisfaction of the Owner’s representative and in accordance
with the approved test section.
Concrete color: Where indicated on the plans, concrete color shall be per Eonite and
shall be applied to the concrete after the concrete has cured for 7 days and is completely
-4
14