HomeMy WebLinkAboutDuncan Canyon/I 15 Special Provisions 08-422301
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This SSP will be inserted in the boilerplate during the MERGE.
The contract no. is taken from data entered in the merge document & is also
inserted during the MERGE.
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CITY OF FONTANA
SPECIAL PROVISIONS
FOR CONSTRUCTION ON STATE HIGHWAY IN
SAN BERNARDINO COUNTY IN FONTANA
ON DUNCAN CANYON ROAD OF CITY MASTER STORM DRAIN LINE "A"
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For Use in Connection with Standard Specifications Dated May 2006, Standard Plans Dated May 2006 and Labor
Surcharge and Equipment Rental Rates
City of Fontana
Ricardo Sandoval - City Engineer
STATE OF CALIFORNIA
DEPARTMENT OF TRANSPORTATON
DISTRICT 8, ROUTE 15
EA 08- 01(5201
CONTRACT No. 00 -xxx (fill in before RTL)
Date (fill in before RTL)
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DRAFT TABLE OF CONTENTS
® SECTION 1. SPECIFICATIONS AND PLANS
1 -1.01 DEFINITIONS AND TERMS 7
AMENDMENTS TO MAY 2006 STANDARD SPECIFICATIONS 9
SECTION 4. BEGINNING OF WORK, TIME OF COMPLETION, AND LIQUIDATED DAMAGES 77
SECTION 5. GENERAL 82
SECTION 5 -1. MISCELLANEOUS 82
5 -1.01 LINES AND GRADES 83
5 -1. LABORATORY 84
5 -1.017 CONTRACT BONDS 85
5 -1.018 GUARANTEE 86
5 -1.019 COST REDUCTION INCENTIVE 88
5 -1.02 LABOR NONDISCRIMINATION 89
5 -1. PREVAILING WAGE 90
5 -1.022 EXCLUSION OF RETENTION 91
5 -1.03 INTEREST ON PAYMENTS 92
5 -1.04 PUBLIC SAFETY 93
5 -1.05 TESTING 95
5 -1.065 SOLID WASTE DISPOSAL AND RECYCLING REPORT 96
5 -1._ FORCE ACCOUNT PAYMENT 97
5 -1.11 PARTNERING 99
5 -1.114 VALUE ANALYSIS 100
5 -1._ RESPONSIBILITY TO OTHER ENTITIES 103
5 -1. LEGAL RELATIONS AND RESPONSIBILITIES 104
5 -1._ COMPENSATION ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS 106
5 -1. AREAS FOR CONTRACTOR'S USE 109
C 5 -1._ PAYMENTS 111
5 -1. NOTICE OF POTENTIAL CLAIM 113
5 -1._ PROJECT INFORMATION 114
5 -1._ SOUND CONTROL REQUIREMENTS 117
5 -1.086 PERFORMANCE OF SUBCONTRACTORS 118
5 -1.09 SUBCONTRACTING 119
5 -1.10 PROMPT PROGRESS PAYMENT TO SUBCONTRACTORS 120
5 -1.103 RECORDS 121
5 -1. PAYMENT OF WITHHELD FUNDS 122
5 -1._ HIGHWAY CONSTRUCTION EQUIPMENT 123
5 -1._ PROJECT APPEARANCE 124
5 -1. RELATIONS WITH CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD 125
5 -1._ AERIALLY DEPOSITED LEAD 129
5 -1. PREVENTION AND CONTROL OF THE INTRODUCTION AND SPREAD OF INVASIVE
SPECIES 131
5 -1._ PRESERVATION OF PROPERTY 132
5 -1.105 ARCHAEOLOGICAL DISCOVERIES 133
5 -1._ DAMAGE REPAIR 135
5 -1. RELIEF FROM MAINTENANCE AND RESPONSIBILITY 137
SECTION 6. (BLANK) 138
SECTION 7. (BLANK) 138
SECTION 8. MATERIALS 138
SECTION 8 -1. MISCELLANEOUS 138
8 -1._ PREQUALIFIED AND TESTED SIGNING AND DELINEATION MATERIALS 139
8 -1._ STATE - FURNISHED MATERIALS 148
8 -1. SLAG AGGREGATE 150
8 -1. ENGINEERING FABRICS 154
C SECTION 8 -2. CONCRETE 155
'' 8 -2. PORTLAND CEMENT CONCRETE 156
8 -2. PRECAST CONCRETE QUALITY CONTROL 158
SECTION 8 -3. WELDING 163
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8 -3._ WELDING 164
SECTION 9. (BLANK) 174
C SECTION 10. CONSTRUCTION DETAILS 174
SECTION 10 -1. GENERAL 174
10 -1.00 CONSTRUCTION PROJECT INFORMATION SIGNS 175
10 -1.01 ORDER OF WORK 178
5 -1._ RELATIONS WITH UNITED STATES ARMY CORPS OF ENGINEERS 190
10 -1. WATER POLLUTION CONTROL 191
10 -1._ CONSTRUCTION SITE MANAGEMENT 205
10 -1._ STREET SWEEPING 220
10 -1._ TEMPORARY COVER 222
10 -1._ TEMPORARY CONCRETE WASHOUT (PORTABLE) 226
10 -1._ TEMPORARY FIBER ROLL 228
10 -1._ TEMPORARY FENCE 232
10 -1._ TEMPORARY CONSTRUCTION ENTRANCE 234
10 -1._ COOPERATION 238
10 -1._ PROGRESS SCHEDULE (CRITICAL PATH METHOD) 239
10 -1._ TIME- RELATED OVERHEAD 250
10 -1._ OBSTRUCTIONS 255
10 -1._ OBSTRUCTIONS 260
10 -1._ DUST CONTROL 261
10 -1._ MOBILIZATION 262
10 -1._ CONSTRUCTION AREA TRAFFIC CONTROL DEVICES 263
10 -1._ CONSTRUCTION AREA SIGNS 265
10 -1._ MAINTAINING TRAFFIC 268
10 -1._ CLOSURE REQUIREMENTS AND CONDITIONS 281
10 -1._ TRAFFIC CONTROL SYSTEM FOR LANE CLOSURE 284
10 -1. TRAFFIC CONTROL SYSTEM FOR LANE CLOSURE 289
10 -1. TRAFFIC CONTROL SYSTEM FOR LANE CLOSURE ON DUNCAN CANYON ROAD 292
C 10 -1. TEMPORARY PAVEMENT DELINEATION 295
10 -1._ PORTABLE FLASHING BEACON 301
10 -1._ PORTABLE CHANGEABLE MESSAGE SIGN 303
10 -1._ TEMPORARY RAILING 304
10 -1. CHANNELIZER 305
10 -1._ TEMPORARY TRAFFIC SCREEN 306
10 -1._ TEMPORARY CRASH CUSHION MODULE 307
10 -1._ EXISTING HIGHWAY FACILITIES 310
10 -1._ CLEARING AND GRUBBING 317
10 -1._ WATERING 318
10 -1._ EARTHWORK 319
10 -1._ MATERIAL CONTAINING AERIALLY DEPOSITED LEAD 324
10 -1._ EROSION CONTROL (TYPE D) 332
10 -1._ FIBER ROLLS 340
10 -1._ FINISHING ROADWAY 343
10 -1._ AGGREGATE BASE 344
10 -1._ LEAN CONCRETE BASE 345
10 -1._ ASPHALT CONCRETE (TYPE A BOND BREAKER) 346
10 -1._ ASPHALT CONCRETE 349
10 -1._ JOINTED PLAIN CONCRETE PAVEMENT 360
10 -1._ REPAIR SPALLED JOINTS 384
10 -1._ CONCRETE STRUCTURES 390
10 -1._ PRECAST CONCRETE BOX CULVERTS 391
10 -1. JUNCTION STRUCTURE 394
10 -1. REINFORCEMENT 397
10 -1._ MISCELLANEOUS CONCRETE CONSTRUCTION 400
C 10 -1._ OBJECT MARKERS AND DELINEATORS 402
10 -1._ THERMOPLASTIC TRAFFIC STRIPE AND PAVEMENT MARKING 403
10 -1._ THERMOPLASTIC TRAFFIC STRIPE (SPRAYABLE) 405
10 -1. PAINT TRAFFIC STRIPE AND PAVEMENT MARKING 407
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10 -1. PAVEMENT MARKERS 408
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SECTION 1. SPECIFICATIONS AND PLANS
ALL NEW CITY **
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1 -1.01 DEFINITIONS AND TERMS
In the Standard Specifications and in these special provisions, whenever the following terms
are used, they shall be understood to mean and refer to the following_
1. State or State of California — City of Fontana (City), except in reference to laws,
regulations, codes and other legal requirements
2. Department or Department of Transportation or California Department of Transportation
— City, except in reference to laws, regulations, codes and other legal requirements
3. Director — City Engineer
4. Engineer — The authorized construction representative for the City
5. Laboratory — Independent Test Laboratory approved by the City
6. Liquidated Damages — The amount prescribed to be paid to the City as indicated in
Section 4, "Beginning of Work, Time of Completion and Liquidated Damages" of these
Special Provisions
7. Caltrans — State of California, Department of Transportation
If there is a conflict between the contract documents, the document with the highest
precedence shall control. The precedence shall be:
1. Permits from other agencies as required by law
2. Special Provisions
3. Project Plans
4. Caltrans Standard Plans
5. Caltrans Standard Specifications
6. Other
Change orders, supplemental agreements and approved revisions to the plans and
specifications will take precedence over items 2 through 6 above. Detailed plans shall have
precedence over general plans.
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USE WITH 2006 STANDARDS.
This provision will be inserted in the boilerplate during the MERGE.
The work embraced herein shall conform to the provisions in the Standard Specifications
dated May 2006, and the Standard Plans dated May 2006, of the Department of Transportation
insofar as the same may apply, and these special provisions.
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In case of conflict between the Standard Specifications and these special provisions, the
special provisions shall take precedence over and shall be used in lieu of the conflicting portions.
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® { XE "S1- 020_E_A07- 06 -07"
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USE WITH 2006 STANDARDS.
Amendments to the May 2006 Standard Specifications.
Use this S1 -020 if your project has a DCR date AFTER July 6, 2007. (DES
Specification Engineer or DOE to send electronic file to BBU.)
DO NOT EDIT.
AMENDMENTS TO MAY 2006 STANDARD SPECIFICATIONS
UPDATED JULY 6, 2007
Amendments to the Standard Specifications set forth in these special provisions shall be
considered as part of the Standard Specifications for the purposes set forth in Section 5 -1.04,
"Coordination and Interpretation of Plans, Standard Specifications and Special Provisions," of
the Standard Specifications. Whenever either the term "Standard Specifications is amended" or
the term "Standard Specifications are amended" is used in the special provisions, the text or table
following the term shall be considered an amendment to the Standard Specifications. In case of
conflict between such amendments and the Standard Specifications, the amendments shall take
precedence over and be used in lieu of the conflicting portions.
SECTION 1: DEFINITIONS AND TERMS
Issue Date: January 19, 2007
Section 1 -1.01, "General," of the Standard Specifications is amended by adding the
following:
• The Department is gradually changing the style and language of the specifications. The
new style and language includes:
1. Use of
1.1. Imperative mood
1.2. Introductory modifiers
1.3. Conditional clauses
2. Elimination of:
2.1. Language variations
2.2. Definitions for industry - standard terms
2.3. Redundant specifications
2.4. Needless cross - references
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• The use of this new style does not change the meaning of a specification not yet using
this style.
• The specifications are written to the Bidder before award and the Contractor after.
Before award, interpret sentences written in the imperative mood as starting with "The Bidder
must" and interpret "you" as "the Bidder" and "your" as "the Bidder's." After award, interpret
sentences written in the imperative mood as starting with "The Contractor must" and interpret
"you" as "the Contractor" and "your" as "the Contractor's."
• Unless an object or activity is specified to be less than the total, the quantity or amount is
all of the object or activity.
• All items in a list apply unless the items are specified as choices.
• Interpret terms as defined in the Contract documents. A term not defined in the Contract
documents has the meaning defined in Means Illustrated Construction Dictionary, Condensed
Version, Second Edition.
Section 1, "Definitions and Terms," of the Standard Specifications is amended by adding the
following sections:
1 -1.082 BUSINESS DAY
• Day on the calendar except Saturday or holiday.
1 -1.084 CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
• The California Manual on Uniform Traffic Control Devices for Streets and Highways
(California MUTCD) is issued by the Department of Transportation and is the Federal Highway
Administration's MUTCD 2003 Edition, as amended for use in California.
1 -1.245 HOLIDAY
• Day designated as a State holiday under Govt Code § 6700 et seq. except September 9th,
"Admission Day." The day after Thanksgiving Day is a non - working day. Interpret "legal
holiday" as "holiday."
Section 1- 1.255, "Legal Holidays," of the Standard Specifications is deleted.
Section 1- 1.265, "Manual on Uniform Traffic Control Devices," of the Standard
Specifications is deleted.
Section 1- 1.266, "Manual on Uniform Traffic Control Devices California Supplement," of
the Standard Specifications is deleted.
Section 1 -1.39 "State," of the Standard Specifications is amended to read:
1 -1.39 STATE
• The State of California, including its agencies, departments, or divisions, whose conduct
or action is related to the work.
SECTION 3: AWARD AND EXECUTION OF CONTRACT
Issue Date: December 11, 2006
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Section 3- 1.025, "Insurance Policies," of the Standard Specifications is amended to read:
3 -1.025 INSURANCE POLICIES
• The successful bidder shall submit:
1. Copy of its commercial general liability policy and its excess policy or binder until such
time as a policy is available, including the declarations page, applicable endorsements,
riders, and other modifications in effect at the time of contract execution. Standard ISO
form No. CG 0001 or similar exclusions are allowed if not inconsistent with
Section 7 -1.12, "Indemnification and Insurance." Allowance of additional exclusions is
at the discretion of the Department.
2. Certificate of insurance showing all other required coverages. Certificates of insurance,
as evidence of required insurance for the auto liability and any other required policy,
shall set forth deductible amounts applicable to each policy and all exclusions that are
added by endorsement to each policy. The evidence of insurance shall provide that no
cancellation, lapse, or reduction of coverage will occur without 10 days prior written
notice to the Department.
3. A declaration under the penalty of perjury by a certified public accountant certifying the
accountant has applied Generally Accepted Accounting Principles (GAAP) guidelines
confirming the successful bidder has sufficient funds and resources to cover any
self - insured retentions if the self - insured retention is $50,000 or higher.
• If the successful bidder uses any form of self - insurance for workers compensation in lieu
of an insurance policy, it shall submit a certificate of consent to self - insure in accordance with
the provisions of Section 3700 of the Labor Code.
Section 3 -1.03, "Execution of Contract," of the Standard Specifications is amended to read:
3 -1.03 EXECUTION OF CONTRACT
• The contract shall be signed by the successful bidder and returned, together with the
contract bonds and the documents identified in Section 3- 1.025, "Insurance Policies," within
10 business days of receiving the contract for execution.
Section 3 -1.04, "Failure to Execute Contract," of the Standard Specifications is amended to
read:
3 -1.04 FAILURE TO EXECUTE CONTRACT
• Failure of the lowest responsible bidder, the second lowest responsible bidder, or the
third lowest responsible bidder to execute the contract as required in Section 3 -1.03, "Execution
of Contract," within 10 business days of receiving the contract for execution shall be just cause
for the forfeiture of the proposal guaranty. The successful bidder may file with the Department a
written notice, signed by the bidder or the bidder's authorized representative, specifying that the
bidder will refuse to execute the contract if it is presented. The filing of this notice shall have the
same force and effect as the failure of the bidder to execute the contract and furnish acceptable
bonds within the time specified.
SECTION 7: LEGAL RELATIONS AND RESPONSIBILITIES
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Issue Date: February 16, 2007
Section 7- 1.01A(6), "Workers' Compensation," of the Standard Specifications is amended to
read:
7- 1.101A(6) (Blank)
The first sentence of the eighth paragraph of Section 7 -1.09, "Public Safety," of the Standard
Specifications is amended to read:
• Signs, lights, flags, and other warning and safety devices and their use shall conform to
the requirements set forth in Part 6 of the California MUTCD.
The sixteenth paragraph of Section 7 -1.09, "Public Safety," of the Standard Specifications is
amended to read:
• When vertical clearance is temporarily reduced to 15.5 feet or less, low clearance
warning signs shall be placed in accordance with Part 2 of the California MUTCD and as
directed by the Engineer. Signs shall conform to the dimensions, color, and legend requirements
of the California MUTCD and these specifications except that the signs shall have black letters
and numbers on an orange retroreflective background. W12-2P signs shall be illuminated so that
the signs are clearly visible.
Section 7 -1.12, "Indemnification and Insurance," of the Standard Specifications is amended
to read:
7 -1.12 INDEMNIFICATION AND INSURANCE
• The Contractor's obligations regarding indemnification of the State of California and the
requirements for insurance shall conform to the provisions in Section 3- 1.025, "Insurance
Policies," and Sections 7- 1.12A, "Indemnification," and 7- 1.12B, "Insurance," of this
Section 7 -1.12.
7 -1.12A Indemnification
• The Contractor shall defend, indemnify, and save harmless the State, including its
officers, employees, and agents (excluding agents who are design professionals) from any and all
claims, demands, causes of action, damages, costs, expenses, actual attorneys' fees, losses or
liabilities, in law or in equity (Section 7 -1.12A Claims) arising out of or in connection with the
Contractor's performance of this contract for:
1. Bodily injury including, but not limited to, bodily injury, sickness or disease, emotional
injury or death to persons, including, but not limited to, the public, any employees or
agents of the Contractor, the State, or any other contractor; and
2. Damage to property of anyone including loss of use thereof; caused or alleged to be
caused in whole or in part by any negligent or otherwise legally actionable act or
omission of the Contractor or anyone directly or indirectly employed by the Contractor or
C o) anyone for whose acts the Contractor may be liable.
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• Except as otherwise provided by law, these requirements apply regardless of the
existence or degree of fault of the State. The Contractor is not obligated to indemnify the State
for Claims arising from conduct delineated in Civil Code Section 2782 and to Claims arising
from any defective or substandard condition of the highway that existed at or before the start of
work, unless this condition has been changed by the work or the scope of the work requires the
Contractor to maintain existing highway facilities and the Claim arises from the Contractor's
failure to maintain. The Contractor's defense and indemnity obligation shall extend to Claims
arising after the work is completed and accepted if the Claims are directly related to alleged acts
or omissions by the Contractor that occurred during the course of the work. State inspection is
not a waiver of full compliance with these requirements.
• The Contractor's obligation to defend and indemnify shall not be excused because of the
Contractor's inability to evaluate liability or because the Contractor evaluates liability and
determine that the Contractor is not liable. The Contractor shall respond within 30 days to the
tender of any Claim for defense and indemnity by the State, unless this time has been extended
by the State. If the Contractor fails to accept or reject a tender of defense and indemnity within
30 days, in addition to any other remedy authorized by law, the Department may withhold such
funds the State reasonably considers necessary for its defense and indemnity until disposition has
been made of the Claim or until the Contractor accepts or rejects the tender of defense,
whichever occurs first.
• With respect to third -party claims against the Contractor, the Contractor waives all rights
of any type to express or implied indemnity against the State, its officers, employees, or agents
(excluding agents who are design professionals).
• Nothing in the Contract is intended to establish a standard of care owed to any member of
the public or to extend to the public the status of a third -party beneficiary for any of these
indemnification specifications.
7 -1.12B Insurance
7- 1.12B(1) General
• Nothing in the contract is intended to establish a standard of care owed to any member of
the public or to extend to the public the status of a third -party beneficiary for any of these
insurance specifications.
7- 1.12B(2) Casualty Insurance
• The Contractor shall procure and maintain insurance on all of its operations with
companies acceptable to the State as follows:
1. The Contractor shall keep all insurance in full force and effect from the beginning of the
work through contract acceptance.
2. All insurance shall be with an insurance company with a rating from A.M. Best Financial
Strength Rating of A- or better and a Financial Size Category of VII or better.
3. The Contractor shall maintain completed operations coverage with a carrier acceptable to
the State through the expiration of the patent deficiency in construction statute of repose
set forth in Code of Civil Procedure Section 337.1.
7- 1.12B(3) Workers' Compensation and Employer's Liability Insurance
® • In accordance with Labor Code Section 1860, the Contractor shall secure the payment of
worker's compensation in accordance with Labor Code Section 3700.
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• In accordance with Labor Code Section 1861, the Contractor shall submit to the
® Department the following certification before performing the work:
I am aware of the provisions of Section 3700 of the Labor Code which require every
employer to be insured against liability for workers' compensation or to undertake
self - insurance in accordance with the provisions of that code, and I will comply with such
provisions before commencing the performance of the work of this contract.
• Contract execution constitutes certification submittal.
• The Contractor shall provide Employer's Liability Insurance in amounts not less than:
1. $1,000,000 for each accident for bodily injury by accident
2. $1,000,000 policy limit for bodily injury by disease
3. $1,000,000 for each employee for bodily injury by disease
• If there is an exposure of injury to the Contractor's employees under the U.S.
Longshoremen's and Harbor Workers' Compensation Act, the Jones Act, or under laws,
regulations, or statutes applicable to maritime employees, coverage shall be included for such
injuries or claims.
7- 1.12B(4) Liability Insurance
7- 1.12B(4)(a) General
• The Contractor shall carry General Liability and Umbrella or Excess Liability Insurance
covering all operations by or on behalf of the Contractor providing insurance for bodily injury
liability and property damage liability for the following limits and including coverage for:
1. Premises, operations, and mobile equipment
2. Products and completed operations
3. Broad form property damage (including completed operations)
4. Explosion, collapse, and underground hazards
5. Personal injury
6. Contractual liability
7 - 1.12B(4)(b) Liability Limits /Additional Insureds
• The limits of liability shall be at least the amounts shown in the following table:
Total Bid For Each Aggregate for General Umbrella or
Occurrence Products /Completed Aggregate Excess Liability
Operation
<$1,000,000 $1,000,000 $2,000,000 $2,000,000 $5,000,000
>$1,000,000
<$5,000,000 $1,000,000 $2,000,000 $2,000,000 $10,000,000
>$5,000,000
<$25,000,000 $2,000,000 $2,000,000 $4,000,000 $15,000,000
>$25,000,000 $2,000,000 $2,000,000 $4,000,000 $25,000,000
1. Combined single limit for bodily injury and property damage.
2. This limit shall apply separately to the Contractor's work under this contract.
3. The umbrella or excess policy shall contain a clause stating that it takes effect (drops
down) in the event the primary limits are impaired or exhausted.
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• The Contractor shall not require certified Small Business subcontractors to carry Liability
® Insurance that exceeds the limits in the table above. Notwithstanding the limits specified herein,
at the option of the Contractor, the liability insurance limits for certified Small Business
subcontractors of any tier may be less than those limits specified in the table. For Small
Business subcontracts, "Total Bid" shall be interpreted as the amount of subcontracted work to a
certified Small Business.
• The State, including its officers, directors, agents (excluding agents who are design
professionals), and employees, shall be named as additional insureds under the General Liability
and Umbrella Liability Policies with respect to liability arising out of or connected with work or
operations performed by or on behalf of the Contractor under this contract. Coverage for such
additional insureds does not extend to liability:
1. Arising from any defective or substandard condition of the roadway which existed at or
before the time the Contractor started work, unless such condition has been changed by
the work or the scope of the work requires the Contractor to maintain existing roadway
facilities and the claim arises from the Contractor's failure to maintain;
2. For claims occurring after the work is completed and accepted unless these claims are
directly related to alleged acts or omissions of the Contractor that occurred during the
course of the work; or
3. To the extent prohibited by Insurance Code Section 11580.04
• Additional insured coverage shall be provided by a policy provision or by an
endorsement providing coverage at least as broad as Additional Insured (Form B) endorsement
form CG 2010, as published by the Insurance Services Office (ISO), or other form designated by
the Department.
7- 1.12B(4)(c) Contractor's Insurance Policy is Primary
• The policy shall stipulate that the insurance afforded the additional insureds applies as
primary insurance. Any other insurance or self - insurance maintained by the State is excess only
and shall not be called upon to contribute with this insurance.
7- 1.12B(5) Automobile Liability Insurance
• The Contractor shall carry automobile liability insurance, including coverage for all
owned, hired, and nonowned automobiles. The primary limits of liability shall be not less than
$1,000,000 combined single limit each accident for bodily injury and property damage. The
umbrella or excess liability coverage required under Section 7- 1.12B(4)(b) also applies to
automobile liability.
7- 1.12B(6) Policy Forms, Endorsements, and Certificates
• The Contractor shall provide its General Liability Insurance under Commercial General
Liability policy form No. CG0001 as published by the Insurance Services Office (ISO) or under
a policy form at least as broad as policy form No. CG0001.
7- 1.12B(7) Deductibles
• The State may expressly allow deductible clauses, which it does not consider excessive,
overly broad, or harmful to the interests of the State. Regardless of the allowance of exclusions
or deductions by the State, the Contractor is responsible for any deductible amount and shall
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warrant that the coverage provided to the State is in accordance with Section 7- 1.12B,
"Insurance."
7- 1.12B(8) Enforcement
• The Department may assure the Contractor's compliance with its insurance obligations.
Ten days before an insurance policy lapses or is canceled during the contract period, the
Contractor shall submit to the Department evidence of renewal or replacement of the policy.
• If the Contractor fails to maintain any required insurance coverage, the Department may
maintain this coverage and withhold or charge the expense to the Contractor or terminate the
Contractor's control of the work in accordance with Section 8 -1.08, "Termination of Control."
• The Contractor is not relieved of its duties and responsibilities to indemnify, defend, and
hold harmless the State, its officers, agents, and employees by the Department's acceptance of
insurance policies and certificates.
• Minimum insurance coverage amounts do not relieve the Contractor for liability in excess
of such coverage, nor do they preclude the State from taking other actions available to it,
including the withholding of funds under this contract.
7- 1.12B(9) Self- Insurance
• Self- insurance programs and self - insured retentions in insurance policies are subject to
separate annual review and approval by the State.
• If the Contractor uses a self - insurance program or self - insured retention, the Contractor
shall provide the State with the same protection from liability and defense of suits as would be
afforded by first - dollar insurance. Execution of the contract is the Contractor's
acknowledgement that the Contractor will be bound by all laws as if the Contractor were an
' insurer as defined under Insurance Code Section 23 and that the self - insurance program or
self - insured retention shall operate as insurance as defined under Insurance Code Section 22.
SECTION 12: CONSTRUCTION AREA TRAFFIC CONTROL DEVICES
Issue Date: October 6, 2006
The first sentence of the second paragraph of Section 12 -1.01, "Description," of the Standard
Specifications is amended to read:
• Attention is directed to Part 6 of the California MUTCD.
Section 12 -2.01, "Flaggers," of the Standard Specifications is amended to read:
12 -2.01 FLAGGERS
• Flaggers while on duty and assigned to traffic control or to give warning to the public that
the highway is under construction and of any dangerous conditions to be encountered as a result
thereof, shall perform their duties and shall be provided with the necessary equipment in
conformance with Part 6 of the California MUTCD. The equipment shall be furnished and kept
clean and in good repair by the Contractor at the Contractor's expense.
C The first paragraph of Section 12 -3.01, "General," of the Standard Specifications is amended
ead:
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• In addition to the requirements in Part 6 of the California MUTCD, all devices used by
® the Contractor in the performance of the work shall conform to the provisions in this
Section 12 -3.
The second sentence of the first paragraph of Section 12 -3.06, "Construction Area Signs," of
the Standard Specifications is amended to read:
• Construction area signs are shown in or referred to in Part 6 of the California MUTCD.
The first sentence of the fourth paragraph of Section 12 -3.06, "Construction Area Signs," of
the Standard Specifications is amended to read:
• All construction area signs shall conform to the dimensions, color and legend
requirements of the plans, Part 6 of the California MUTCD and these specifications.
The first sentence of the eighth paragraph of Section 12 -3.06, "Construction Area Signs," of
the Standard Specifications is amended to read:
• Used signs with the specified sheeting material will be considered satisfactory if they
conform to the requirements for visibility and legibility and the colors conform to the
requirements in Part 6 of the California MUTCD.
SECTION 19: EARTHWORK
Issue Date: January 5, 2007
The first paragraph of Section 19- 3.025C, "Soil Cement Bedding," of the Standard
Specifications is amended to read:
• Cementitious material used in soil cement bedding shall conform to the provisions in
Section 90 -2.01, "Cementitious Materials." Supplementary cementitious material will not be
required.
The fourth paragraph of Section 19- 3.025C, "Soil Cement Bedding," of the Standard
Specifications is amended to read:
• The aggregate, cementitious material, and water shall be proportioned either by weight or
by volume. Soil cement bedding shall contain not less than 282 pounds of cementitious material
per cubic yard. The water content shall be sufficient to produce a fluid, workable mix that will
flow and can be pumped without segregation of the aggregate while being placed.
The first paragraph of Section 19- 3.062, "Slurry Cement Backfill," of the Standard
Specifications is amended to read:
• Slurry cement backfill shall consist of a fluid, workable mixture of aggregate,
® cementitious material, and water.
The fifth paragraph of Section 19- 3.062, "Slurry Cement Backfill," of the Standard
Specifications is amended to read:
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® • Cementitious material shall conform to the provisions in Section 90 -2.01, "Cementitious
Materials." Supplementary cementitious material will not be required.
The eighth paragraph of Section 19- 3.062, "Slurry Cement Backfill," of the Standard
Specifications is amended to read:
• The aggregate, cementitious material, and water shall be proportioned either by weight or
by volume. Slurry cement backfill shall contain not less than 188 pounds of cementitious
material per cubic yard. The water content shall be sufficient to produce a fluid, workable mix
that will flow and can be pumped without segregation of the aggregate while being placed.
SECTION 20: EROSION CONTROL AND HIGHWAY PLANTING
Issue Date: January 19, 2007
The last 3 paragraphs of Section 20 -2.10, "Seed," of the Standard Specifications are deleted.
The last paragraph of Section 20- 3.04A, "General," of the Standard Specifications is deleted.
SECTION 25: AGGREGATE SUBBASES
Issue Date: February 16, 2007
'.r The first paragraph of Section 25- 1.02A, "Class 1, Class 2, and Class 3 Aggregate Subbases,"
of the Standard Specifications is amended to read:
• Aggregate must be clean and free from organic matter and other deleterious substances.
Aggregate must consist of any combination of:
1. Broken stone
2. Crushed gravel
3. Natural rough surfaced gravel
4. Sand
5. Up to 100 percent of any combination of processed:
5.1. Asphalt concrete
5.2. Portland cement concrete
5.3. Lean concrete base
5.4. Cement treated base
The first paragraph of Section 25- 1.02B, "Class 4 Aggregate Subbase," of the Standard
Specifications is amended to read:
• Aggregate must be clean and free from organic matter and other deleterious substances.
Aggregate must consist of any combination of:
1. Broken stone
2. Crushed gravel
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3. Natural rough surfaced gravel
4. Sand
5. Up to 100 percent of any combination of processed:
5.1. Asphalt concrete
5.2. Portland cement concrete
5.3. Lean concrete base
5.4. Cement treated base
SECTION 26: AGGREGATE BASE
Issue Date: February 16, 2007
The first paragraph of Section 26- 1.02A, "Class 2 Aggregate Base," of the Standard
Specifications is amended to read:
• Aggregate must be clean and free from organic matter and other deleterious substances.
Aggregate must consist of any combination of:
1. Broken stone
2. Crushed gravel
3. Natural rough surfaced gravel
4. Sand
5. Up to 100 percent of any combination of processed:
5.1. Asphalt concrete
5.2. Portland cement concrete
5.3. Lean concrete base
5.4. Cement treated base
The first paragraph of Section 26- 1.02B, "Class 3 Aggregate Base," of the Standard
Specifications is amended to read:
• Aggregate must be clean and free from organic matter and other deleterious substances.
Aggregate must consist of any combination of:
1. Broken stone
2. Crushed gravel
3. Natural rough surfaced gravel
4. Sand
5. Up to 100 percent of any combination of processed:
5.1. Asphalt concrete
5.2. Portland cement concrete
5.3. Lean concrete base
5.4. Cement treated base
SECTION 27: CEMENT TREATED BASES
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Issue Date: January 5, 2007
,+ The first paragraph of Section 27 -1.02, "Materials," of the Standard Specifications is
amended to read:
• Cement shall be Type II portland cement conforming to the provisions in
Section 90- 2.01A, "Cement."
The third paragraph of Section 27 -1.02, "Materials," of the Standard Specifications is
amended to read:
• Aggregate for use in Class A cement treated base shall be of such quality that when
mixed with cement in an amount not to exceed 5 percent by weight of the dry aggregate and
compacted at optimum moisture content, the compressive strength of a sample of the compacted
mixture shall not be less than 750 pounds per square inch at 7 days, when tested by California
Test 312.
The fourth paragraph of Section 27 -1.02, "Materials," of the Standard Specifications is
amended to read:
• Aggregate for use in Class B cement treated base shall have a Resistance (R- value) of not
less than 60 before mixing with cement and a Resistance (R- value) of not less than 80 after
mixing with cement in an amount not to exceed 2.5 percent by weight of the dry aggregate.
SECTION 28: LEAN CONCRETE BASE
Issue Date: January 5, 2007
The first paragraph of Section 28 -1.02, "Materials," of the Standard Specifications is
amended to read:
• Cement shall be Type II portland cement conforming to the provisions in
Section 90- 2.O1A, "Cement."
The sixth paragraph of Section 28 -1.02, "Materials," of the Standard Specifications is
amended to read:
• Aggregate shall be of such quality that, when mixed with cement in an amount not to
exceed 300 pounds per cubic yard, and tested in conformance with the requirements in California
Test 548, the compressive strength of a sample will be not less than 700 pounds per square inch
at 7 days.
SECTION 29: TREATED PERMEABLE BASES
Issue Date: January 5, 2007
The second paragraph of Section 29- 1.02B, "Cement Treated Permeable Base," of the
Standard Specifications is amended to read:
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• Cement shall be Type II portland cement conforming to the provisions in
® Section 90- 2.O1A, "Cement."
The second paragraph of Section 29- 1.04B, "Cement Treated Permeable Base," of the
Standard Specifications is amended to read:
• Cement treated permeable base shall contain not less than 287 pounds of cement per
cubic yard.
SECTION 40: PORTLAND CEMENT CONCRETE PAVEMENT
Issue Date: January 5, 2007
Section 40- 1.015, "Cement Content," is deleted.
Section 40 -1.05, "Proportioning," of the Standard Specifications is amended to read:
• Aggregate and cementitious material proportioning shall conform to the provisions in
Section 90 -5, "Proportioning."
The first paragraph in Section 40- 1.105, "Exit Ramp Termini," of the Standard Specifications
is amended to read:
• Concrete pavement shall be constructed at the ends of exit ramps when required by the
plans or the special provisions. Texturing for exit ramp termini shall be by means of heavy
brooming in a direction normal to ramp centerline. The hardened surface shall have a coefficient
of friction not less than 0.35 as determined by California Test 342. Minimum cementitious
material content of concrete in pavement for exit ramp termini shall be 590 pounds per cubic
yard.
The first paragraph in Section 40 -1.14, "Payment," of the Standard Specifications is amended
to read:
• The contract price paid per cubic yard for concrete pavement shall include full
compensation for furnishing all labor, materials (including cementitious material in the amount
specified), tools, equipment, and incidentals, and for doing all the work involved in constructing
the portland cement concrete pavement, complete in place, as shown on the plans, and as
specified in these specifications and the special provisions, and as directed by the Engineer.
SECTION 41: PAVEMENT SUBSEALING AND JACKING
Issue Date: January 5, 2007
The second paragraph of Section 41 -1.02, "Materials," of the Standard Specifications is
amended to read:
i • Cement for grout shall be Type II portland cement conforming to the provisions in
Section 90- 2.O1A, "Cement."
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The third paragraph of Section 41 -1.02, "Materials," of the Standard Specifications is
amended to read:
• Fly ash shall conform to the requirements in AASHTO Designation: M 295 for either
Class C or for Class F. The brand of fly ash used in the work shall conform to the provisions for
approval of admixture brands in Section 90 -4.03, "Admixture Approval."
The fifth paragraph of Section 41 -1.02, "Materials," of the Standard Specifications is
amended to read:
• Chemical admixtures and calcium chloride may be used. Chemical admixtures in the
grout mix shall conform to the provisions in Section 90 -4, "Admixtures." Calcium chloride shall
conform to ASTM Designation: D 98.
SECTION 49: PILING
Issue Date: January 5, 2007
The first sentence of the sixth paragraph of Section 49 -1.03, "Determination of Length," of
the Standard Specifications is amended to read:
• Indicator compression pile load testing shall conform to the requirements in ASTM
Designation: D 1143 -81.
The first sentence of the seventh paragraph of Section 49 -1.03, "Determination of Length," of
the Standard Specifications is amended to read:
• Indicator tension pile load testing shall conform to the requirements in ASTM
Designation: D 3689 -90.
The sixth paragraph in Section 49 -1.04, "Load Test Piles," of the Standard Specifications is
amended to read:
• The Contractor may use additional cementitious material in the concrete for the load test
and anchor piles.
SECTION 50: PRESTRESSING CONCRETE
Issue Date: January 5, 2007
The seventh paragraph in Section 50 -1.07, "Ducts," of the Standard Specifications is
amended to read:
• All ducts with a total length of 400 feet or more shall be vented. Vents shall be placed at
intervals of not more than 400 feet and shall be located within 6 feet of every high point in the
duct profile. Vents shall be 1/2 inch minimum diameter standard pipe or suitable plastic pipe.
Connections to ducts shall be made with metallic or plastic structural fasteners. Plastic
components, if selected, shall not react with the concrete or enhance corrosion of the prestressing
steel and shall be free of water soluble chlorides. The vents shall be mortar tight, taped as
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necessary, and shall provide means for injection of grout through the vents and for sealing the
vents. Ends of vents shall be removed one inch below the roadway surface after grouting has
been completed.
Item B of the eleventh paragraph in Section 50 -1.08, "Prestressing," of the Standard
Specifications is amended to read:
B. When the concrete is designated by class or cementitious material content, either the
concrete compressive strength shall have reached the strength shown on the plans at the
time of stressing or at least 28 days shall have elapsed since the last concrete to be
prestressed has been placed, whichever occurs first.
The second and third paragraphs in Section 50 -1.09, "Bonding and Grouting," of the
Standard Specifications are amended to read:
• Grout shall consist of cement and water and may contain an admixture if approved by the
Engineer.
• Cement shall conform to the provisions in Section 90- 2.O1A, "Cement."
The first paragraph in Section 50 -1.11, "Payment," of the Standard Specifications is amended
to read:
• No separate payment will be made for pretensioning precast concrete members. Payment
for pretensioning precast concrete members shall be considered as included in the contract price
paid for furnish precast members as provided for in Section 51, "Concrete Structures."
SECTION 51: CONCRETE STRUCTURES
Issue Date: July 6, 2007
The first sentence of the eleventh paragraph of Section 51 -1.05, "Forms," of the Standard
Specifications is amended to read:
• Form panels for exposed surfaces shall be furnished and placed in uniform widths of not
less than 3 feet and in uniform lengths of not less than 6 feet, except at the end of continuously
formed surfaces where the final panel length required is less than 6 feet.
The first sentence of the eleventh paragraph of Section 51- 1.06C, "Removing Falsework," of
the Standard Specifications is amended to read:
• Falsework for box culverts and other structures with decks lower than the roadway
pavement and with span lengths of 14 feet or less shall not be released until the last placed
concrete has attained a compressive strength of 1,600 psi, provided that curing of the concrete is
not interrupted.
The fourth paragraph in Section 51- 1.12D, "Sheet Packing, Preformed Pads, and Board
Fillers," of the Standard Specifications is amended to read:
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• Expanded polystyrene shall be a commercially available polystyrene board. Expanded
® polystyrene shall have a minimum flexural strength of 35 psi determined in conformance with
the requirements in ASTM Designation: C 203 and a compressive yield strength of between 16
and 40 psi at 5 percent compression. Surfaces of expanded polystyrene against which concrete is
placed shall be faced with hardboard. Hardboard shall be 1/8 inch minimum thickness,
conforming to ANSI A135.4, any class. Other facing materials may be used provided they
furnish equivalent protection. Boards shall be held in place by nails, waterproof adhesive, or
other means approved by the Engineer.
The table in the sixth paragraph of Section 51- 1.12F, "Sealed Joints," of the Standard
Specifications is amended to read:
Movement Rating (MR) Seal Type
MR <_ 5/8 inch Type A or Type B
5/8 inch < MR 5 1 -1/4 inches Type A (silicone only) or Type B
1 -1/4 inches < MR <_ 2 inches Type B
2 inches < MR <_ 4 inches Joint Seal Assembly (Strip Seal)
MR > 4 inches Joint Seal Assembly (Modular Unit)
or Seismic Joint
The first sentence of the eleventh paragraph of Section 51- 1.12F(3)(b), "Type B Seal," of the
Standard Specifications is amended to read:
• Samples of the prefabricated joint seals, not less than 3 feet in length, will be taken by the
Engineer from each lot of material.
The fourth and fifth sentences of the sixth paragraph of Section 51- 1.12H(1), "Plain and
Fabric Reinforced Elastomeric Bearing Pads," of the Standard Specifications are amended to
read:
• Each ply of fabric shall have a breaking strength of not less than 800 pounds per inch of
width in each thread direction when 3" x 36" samples are tested on split drum grips. The bond
between double plies shall have a minimum peel strength of 20 pounds per inch.
The hardness (Type A) requirement in the table in the eighth paragraph of
Section 51- 1.12H(1), "Plain and Fabric Reinforced Elastomeric Bearing Pads," of the Standard
Specifications is amended to read:
Hardness (Type A) j D 2240 with 2kg mass. I 55 f5
The first sentence of subparagraph A of the first paragraph of Section 51- 1.12H(2), "Steel
Reinforced Elastomeric Bearings," of the Standard Specifications is amended to read:
• The bearings shall consist of alternating steel laminates and internal elastomer laminates
with top and bottom elastomer covers. Steel laminates shall have a nominal thickness of
0.075 inch (14 gage).
The first paragraph in Section 51- 1.135, "Mortar," of the Standard Specifications is amended
to read:
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• Mortar shall be composed of cementitious material, sand, and water proportioned and
mixed as specified in this Section 51- 1.135.
The third paragraph in Section 51- 1.135, "Mortar," of the Standard Specifications is amended
to read:
• The proportion of cementitious material to sand, measured by volume, shall be one to 2
unless otherwise specified.
The third sentence of the fourth paragraph of Section 51 -1.17, "Finishing Bridge Decks," of
the Standard Specifications is amended to read:
• The surfaces shall have a profile trace showing no high points in excess of 0.25 inch, and
the portions of the surfaces within the traveled way shall have a profile count of 5 or less in any
100 -foot section.
Section 51 -1.17, "Finishing Bridge Decks," of the Standard Specifications is amended by
adding the following subsection:
51 -1.17A DECK CRACK TREATMENT
• The Contractor shall use all means necessary to minimize the development of shrinkage
cracks.
• The Contractor shall remove all equipment and materials from the deck and clean the
surface as necessary for the Engineer to measure the surface crack intensity. Surface crack
intensity will be determined by the Engineer after completion of concrete cure, before
prestressing, and before the release of falsework. In any 500 square foot portion of deck within
the limits of the new concrete deck, should the intensity of cracking be such that there are more
than 16 feet of cracks whose width at any location exceeds 0.02 inch, the deck shall be treated
with methacrylate resin. The area of deck to be treated shall have a width that extends for the
entire width of new deck inside the concrete barriers and a length that extends at least 5 feet
beyond the furthest single continuous crack outside the 500 square foot portion, measured from
where that crack exceeds 0.02 inch in width, as determined by the Engineer.
• Deck crack treatment shall include furnishing, testing, and application of methacrylate
resin and sand. If grinding is required, deck treatment shall take place before grinding.
51- 1.17A(1) Submittals
• Before starting deck treatment, the Contractor shall submit plans in conformance with
Section 5 -1.02, "Plans and Working Drawings," for the following:
1. Public safety plan for the use of methacrylate resin
2. Placement plan for the construction operation
• The plans shall identify materials, equipment, and methods to be used.
• The public safety plan for the use of methacrylate resin shall include details for the
following:
® 1. Shipping
2. Storage
3. Handling
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4. Disposal of residual methacrylate resin and the containers
• The placement plan for construction shall include the following:
1. Schedule of deck treatment for each bridge. The schedule shall be consistent with
"Maintaining Traffic" of the special provisions and shall include time for the Engineer to
perform California Test 342.
2. Methods and materials to be used, including the following:
2.1. Description of equipment for applying the resin
2.2. Description of equipment for applying the sand
2.3. Gel time range and final cure time for the resin
• If the measures proposed in the safety plan are inadequate to provide for public safety
associated with the use of methacrylate resin, the Engineer will reject the plan and direct the
Contractor to revise the plan. Directions for revisions will be in writing and include detailed
comments. The Engineer will notify the Contractor of the approval or rejection of a submitted or
revised plan within 15 days of receipt of that plan.
• In the event the Engineer fails to complete the review within the time allowed, and if, in
the opinion of the Engineer, completion of the work is delayed or interfered with by reason of the
Engineer's delay in completing the review, the Contractor will be compensated for any resulting
loss, and an extension of time will be granted, in the same manner as provided for in
Section 8 -1.09, "Right of Way Delays."
51- 1.17A(2) Materials
• Before using methacrylate resin, a Material Safety Data Sheet shall be submitted for each
shipment of resin.
• Methacrylate resin shall be low odor and have a high molecular weight. Before adding
initiator, the resin shall have a maximum volatile content of 30 percent when tested in
conformance with the requirements in ASTM Designation: D 2369, and shall conform to the
following:
PROPERTY 1 REQUIREMENT 1 TEST METHOD
* Viscosity 25 cP, maximum, ASTM D 2196
(Brookfield RVT
with UL adaptor,
50 RPM at 77 °F
* Specific Gravity 0.90 minimum, ASTM D 1475
at 77 °F
* Flash Point 180 °F, minimum ASTM D 3278
* Vapor Pressure 1.0 mm Hg, ASTM D 323
maximum, at 77 °F
Tack -free Time 400 minutes, Specimen prepared
maximum at 25 °C per California
Test 551
PCC Saturated 3.5 MPa, minimum California Test 551
Surface -Dry Bond at 24 hours and
® Strength 21±1 °C
* Test shall be performed before adding initiator.
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51- 1.17A(3) Testing
• The Contractor shall allow 20 days for sampling and testing by the Engineer of the
methacrylate resin before proposed use. If bulk resin is to be used, the Contractor shall notify the
Engineer in writing at least 15 days before the delivery of the bulk resin to the job site. Bulk
resin is any resin stored in containers in excess of 55 gallons.
• Before starting production treatment, the Contractor shall treat a test area of
approximately 500 square feet that is within the project limits and at a location approved by the
Engineer. When available the test area shall be outside of the traveled way. Weather and
pavement conditions during the test treatment shall be similar to those expected on the deck.
Equipment used for testing shall be similar to those used for deck treating operations.
• During test and production deck treatment, test tiles shall be used to evaluate the resin
cure time. The Contractor shall coat at least one 4" x 4" commercial quality smooth glazed tile
for each batch of methacrylate resin. The coated tile shall be placed adjacent to the
corresponding treated area. Sand shall not be applied to the test tiles.
• The acceptance criteria for a treated area is as follows:
1. The test tiles are dry to the touch.
2. The treated deck surface is tack free (non - oily).
3. The sand cover adheres and resists brushing by hand.
4. Excess sand has been removed by vacuuming or sweeping.
5. The coefficient of friction is at least 0.35 when tested in conformance with California
Test 342.
• Deck treatment on the test area shall demonstrate that the methods and materials meet the
acceptance criteria and that the production work will be completed within the specified time for
maintaining traffic.
• If a test or production area fails to meet the acceptance criteria, as determined by the
Engineer, the treatment will be rejected, and the treatment shall be removed and replaced until
the area complies with the acceptance criteria.
51- 1.17A(4) Construction
• Equipment shall be fitted with suitable traps, filters, drip pans, or other devices as
necessary to prevent oil or other deleterious material from being deposited on the deck.
• Before deck treatment with methacrylate resin, the bridge deck surface shall be cleaned
by abrasive blasting, and all loose material shall be blown from visible cracks using high -
pressure air. Concrete curing seals shall be cleaned from the deck surface to be treated, and the
deck shall be dry when blast cleaning is performed. If the deck surface becomes contaminated at
any time before placing the resin, the deck surface shall be cleaned by abrasive blasting.
• Where abrasive blasting is being performed within 10 feet of a lane occupied by public
traffic, the residue including dust shall be removed immediately after contact between the
abrasive and the surface being treated. The removal shall be by a vacuum attachment operating
concurrently with the abrasive blasting operation.
• A compatible promoter /initiator system shall be capable of providing the resin gel time
range shown on the placement plan. Gel time shall be adjusted to compensate for the changes in
temperature throughout treatment application.
® • Resin shall be applied by machine and by using a two -part resin system with a promoted
resin for one part and an initiated resin for the other part. This two -part resin system shall be
combined at equal volumes to the spray bars through separate positive displacement pumps.
Combining of the 2 components shall be by either static in -line mixers or by external intersecting
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spray fans. The pump pressure at the spray bars shall not be great enough to cause appreciable
atomization of the resin. Compressed air shall not be used to produce the spray. A shroud shall
be used to enclose the spray bar apparatus.
• At the Contractor's option, manual application may be used. For manual application,
(1) the quantity of resin mixed with promoter and initiator shall be limited to 5 gallons at a time,
and (2) the resin shall be distributed by squeegees and brooms within 10 minutes after
application.
• The Contractor shall apply methacrylate resin only to the specified area. Barriers, railing,
joints, and drainage facilities shall be adequately protected to prevent contamination by the
treatment material. Contaminated items shall be repaired at the Contractor's expense.
• The relative humidity shall be less than 90 percent at the time of treatment. The prepared
area shall be dry and the surface temperature shall be at least 50 °F and not more than 100 °F
when the resin is applied. The rate of application of promoted/initiated resin shall be
approximately 90 square feet per gallon; the exact rate shall be determined by the Engineer.
• The deck surfaces to be treated shall be completely covered with resin so the resin
penetrates and fills all cracks. The resin shall be applied within 5 minutes after complete mixing.
A significant increase in viscosity shall be cause for rejection. Excess material shall be
redistributed by squeegees or brooms within 10 minutes after application. For textured deck
surfaces, including grooved surfaces, excess material shall be removed from the texture
indentations.
• After the resin has been applied, at least 20 minutes shall elapse before applying sand.
The sand shall be commercial quality dry blast sand. At least 95 percent of the sand shall pass
the No. 8 sieve and at least 95 percent shall be retained on the No. 20 sieve. The sand shall be
applied at a rate of approximately 2 pounds per square yard or until refusal as determined by the
Engineer.
• Traffic will not be allowed on treated areas until the acceptance criteria has been met as
determined by the Engineer.
The second paragraph in Section 51- 1.18C, "Class 2 Surface Finish (Gun Finish)," of the
Standard Specifications is amended to read:
• When Class 2 surface finish (gun finish) is specified, ordinary surface finish shall first be
completed. The concrete surfaces shall then be abrasive blasted to a rough texture and
thoroughly washed down with water. While the washed surfaces are damp, but not wet, a finish
coating of machine applied mortar, approximately 1/4 inch thick, shall be applied in not less than
2 passes. The coating shall be pneumatically applied and shall consist of either (1) sand,
cementitious material, and water mechanically mixed prior to its introduction to the nozzle, or
(2) premixed sand and cementitious material to which water is added prior to its expulsion from
the nozzle. The use of admixtures shall be subject to the approval of the Engineer as provided in
Section 90, "Portland Cement Concrete." Unless otherwise specified, supplementary
cementitious materials will not be required. The proportion of cementitious material to sand
shall be not less than one to 4, unless otherwise directed by the Engineer. Sand shall be of a
grading suitable for the purpose intended. The machines shall be operated and the coating shall
be applied in conformance with standard practice. The coating shall be firmly bonded to the
concrete surfaces on which it is applied.
The fifth paragraph in Section 51- 1.18C, "Class 2 Surface Finish (Gun Finish)," of the
Standard Specifications is amended to read:
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• When surfaces to be finished are in pedestrian undercrossings, the sand shall be silica
sand and the cementitious material shall be standard white portland cement.
Section 51 -1.23, "Payment," of the Standard Specifications is amended by adding the
following:
• Full compensation for deck crack treatment, including execution of the public safety plan,
shall be considered as included in the contract price paid per cubic yard for structural concrete,
bridge, and no additional compensation will be allowed therefor.
SECTION 52: REINFORCEMENT
Issue Date: May 30, 2006
The table in the eleventh paragraph of Section 52 -1.07, "Placing," of the Standard
Specifications is amended to read:
Height Zone (H) Wind Pressure Value
(Feet above ground) (psf)
H < 30 20
30<11 <_ 50 25
50 <H <_100 30
H> 100 35
The table in the second paragraph of Section 52- 1.08B(1), "Mechanical Splices," of the
Standard Specifications is amended to read:
Reinforcing Bar Number 1 Total Slip
4 0.010 -inch
5 0.010 -inch
6 0.010 -inch
7 0.014 -inch
8 0.014 -inch
9 0.014 -inch
10 0.018 -inch
11 0.018 -inch
14 0.024 -inch
18 0.030 -inch
The subparagraph under the sixth paragraph of Section 52- 1.08B(2), "Butt Welded Splices,"
of the Standard Specifications is amended to read:
• 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.
The first sentence of the fifth paragraph of Section 52- 1.08C, "Service Splice and Ultimate
Butt Splice Testing Requirements," of the Standard Specifications is amended to read:
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• Prequalification and production sample splices shall be 1) a minimum length of 5 feet for
reinforcing bars No. 9 and smaller, and 6.5 feet for reinforcing bars No. 10 and larger, with the
splice located at mid - point; and 2) suitably identified before shipment with weatherproof
markings that do not interfere with the Engineer's tamper -proof markings or seals.
The second sentence of the second paragraph of Section 52- 1.08C(3), "Ultimate Butt Splice
Test Criteria," of the Standard Specifications is amended to read:
• Control bars shall be 1) a minimum length of 5 feet for reinforcing bars No. 9 and
smaller, and 6.5 feet for reinforcing bars No. 10 and larger, and 2) suitably identified before
shipment with weatherproof markings that do not interfere with the Engineer's tamper -proof
markings or seals.
SECTION 53: SHOTCRETE
Issue Date: January 5, 2007
The third paragraph in Section 53 -1.01, "Description," of the Standard Specifications is
amended to read:
• The dry -mix process shall consist of delivering dry mixed aggregate and cementitious
material pneumatically or mechanically to the nozzle body and adding water and mixing the
materials in the nozzle body. The wet -mix process shall consist of delivering mixed aggregate,
cement, and water pneumatically to the nozzle and adding any admixture at the nozzle.
The first through fourth paragraphs in Section 53 -1.02, "Materials," of the Standard
Specifications is amended to read:
• Cementitious material, fine aggregate, and mixing water shall conform to the provisions
in Section 90, "Portland Cement Concrete."
• Shotcrete to be mixed and applied by the dry-mix process shall consist of one part
cementitious material to not more than 4.5 parts fine aggregate, thoroughly mixed in a dry state
before being charged into the machine. Measurement may be either by volume or by weight.
The fine aggregate shall contain not more than 6 percent moisture by weight.
• Shotcrete to be mixed and applied by the wet -mix process shall consist of cementitious
material, fine aggregate, and water and shall contain not less than 632 pounds of cementitious
material per cubic yard. A maximum of 30 percent pea gravel may be substituted for fine
aggregate. The maximum size of pea gravel shall be such that 100 percent passes the 1/2 inch
screen and at least 90 percent passes the 3/8 inch screen.
• Admixtures may be added to shotcrete and shall conform to the provisions in Section
90 -4, "Admixtures."
Item C of the third paragraph in Section 53 -1.04, "Placing Shotcrete," of the Standard
Specifications is amended to read:
C. Aggregate and cementitious material that have been mixed for more than 45 minutes
® shall not be used unless otherwise permitted by the Engineer.
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SECTION 55: STEEL STRUCTURES
Issue Date: January 5, 2007
The CVN impact value for Grade HPS 50W in the table in the fifth paragraph of
Section 55 -2.01, "Description," of the Standard Specifications is amended to read:
Grade HPS 50W* (4 inches and under in 20 at 10 F
thickness)
The first paragraph in Section 55 -3.05, "Flatness of Faying and Bearing Surfaces," of the
Standard Specifications is amended to read:
• Surfaces of bearing and base plates and other metal surfaces that are to come in contact
with each other or with ground concrete surfaces or with asbestos sheet packing shall be flat to
within 1/32 -inch tolerance in 12 inches and to within 1/16 -inch tolerance overall. Surfaces of
bearing and base plates and other metal bearing surfaces that are to come in contact with
preformed fabric pads, elastomeric bearing pads, or mortar shall be flat to within 1/8 -inch
tolerance in 12 inches and to within 3/16 -inch tolerance overall.
Item B of the first paragraph of Section 55 -3.10, "Fastener Threads," of the Standard
Specifications is amended to read:
B. Internal threads shall conform to the requirements in ASTM Designation: A 563.
The third paragraph in Section 55 -3.19, "Bearings and Anchorages," of the Standard
Specifications is amended to read:
• Immediately before setting bearing assemblies or masonry plates directly on ground
concrete surfaces, the Contractor shall thoroughly clean the surfaces of the concrete and the
metal to be in contact and shall apply a coating of nonsag polysulfide or polyurethane caulking
conforming to the requirements in ASTM Designation: C 920 to contact areas to provide full
bedding.
The fifth paragraph in Section 55 -3.19, "Bearings and Anchorages," of the Standard
Specifications is amended to read:
• Mortar to be placed below masonry plates or bearing plates of the bearing assemblies and
in anchor bolt sleeves or canisters shall conform to the provisions in Section 51- 1.135, "Mortar,"
except that the proportion of cementitious material to sand shall be 1:3.
Item D of the first paragraph of Section 55 -4.01, "Measurement," of the Standard
Specifications is amended to read:
D. To determine the pay quantities of galvanized metal, the weight to be added to the
calculated weight of the base metal for the galvanizing will be determined from the table
of weights of zinc coatings specified in ASTM Designation: A 153/A 153M.
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SECTION 56: SIGNS
® Issue Date: March 16, 2007
The fifth paragraph in Section 56 -1.03, "Fabrication," of the Standard Specifications is
amended to read:
• Clips, eyes, or removable brackets shall be affixed to all signs and all posts and shall be
used to secure the sign during shipping and for lifting and moving during erection as necessary to
prevent damage to the finished galvanized or painted surfaces. Brackets on tubular sign
structures shall be removed after erection. Details of the devices shall be shown on the working
drawings.
The fourth paragraph of Section 56 -1.10, "Payment," of the Standard Specifications is
amended to read:
• The contract price paid per pound for install sign structure of the type or types designated
in the Engineer's Estimate shall include full compensation for furnishing all labor, materials,
tools, equipment and incidentals, and for doing all the work involved in installing sign structures,
complete in place, including installing anchor bolt assemblies, removable sign panel frames, and
sign panels and performing any welding, painting or galvanizing required during installation, as
shown on the plans, as specified in these specifications and the special provisions, and as
directed by the Engineer.
The fourth paragraph in Section 56 -2.03, "Construction," of the Standard Specifications is
amended to read:
• Backfill material for metal posts shall consist of minor concrete conforming to the
provisions in Section 90 -10, "Minor Concrete," and shall contain not less than 463 pounds of
cementitious material per cubic yard.
SECTION 59: PAINTING
Issue Date: May 1, 2006
The third paragraph of Section 59 -2.12, "Painting," of the Standard Specifications is
amended to read:
• Contact surfaces of stiffeners, railings, built up members or open seam exceeding 6 mils
in width that would retain moisture, shall be caulked with polysulfide or polyurethane sealing
compound conforming to the requirements in ASTM Designation: C 920, Type S, Grade NS,
Class 25, Use 0, or other approved material.
The fourth paragraph of Section 59 -2.12, "Painting," of the Standard Specifications is
amended to read:
Q • The dry film thickness of the paint will be measured in place with a calibrated Type 2
magnetic film thickness gage in conformance with the requirements in SSPC -PA 2,
"Measurement of Dry Coating Thickness with Magnetic Gages," of the "SSPC: The Society for
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Protective Coatings," except that there shall be no limit to the number or location of spot
® measurements to verify compliance with specified thickness requirements.
SECTION 64: PLASTIC PIPE
Issue Date: January 5, 2007
The first paragraph of Section 64 -1.06, "Concrete Backfill," of the Standard Specifications is
amended to read:
• At locations where pipe is to be backfilled with concrete as shown on the plans, the
concrete backfill shall be constructed of minor concrete or Class 4 concrete conforming to the
provisions in Section 90, "Portland Cement Concrete." Minor concrete shall contain not less
than 380 pounds of cementitious material per cubic yard. The concrete to be used will be
designated in the contract item or shown on the plans.
SECTION 65: REINFORCED CONCRETE PIPE
Issue Date: January 5, 2007
The first paragraph of Section 65 -1.02, "Materials," of the Standard Specifications is
amended to read:
• Cementitious material and aggregate shall conform to the provisions in Section 90 -2,
"Materials" except that mortar strengths relative to Ottawa sand and grading requirements shall
not apply to the aggregate. Use of supplemental cementitious material shall conform to
AASHTO Designation: M 170.
Subparagraph "c" of the eleventh paragraph of Section 65- 1.02A(1) "Circular Reinforced
Concrete Pipe (Designated or Selected by Class)," of the Standard Specifications is amended to
read:
c. Cementitious material and aggregate for non - reinforced concrete pipe shall conform to
the provisions in Section 65 -1.02, "Materials."
The first paragraph of Section 65- 1.035, "Concrete Backfill," of the Standard Specifications
is amended to read:
• At locations where pipe is to be backfilled with concrete as shown on the plans, the
concrete backfill shall be constructed of minor concrete or Class 4 concrete in conformance with
the provisions in Section 90, "Portland Cement Concrete." Minor concrete shall contain not less
than 380 pounds of cementitious material per cubic yard. The concrete to be used will be
designated in the contract item.
The first subparagraph of the second paragraph of Section 65 -1.06, "Joints," of the Standard
® Specifications is amended to read:
Cement Mortar.- Mortar shall be composed of one part cementitious material and 2 parts
sand by volume. Supplementary cementitious material will not be required.
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SECTION 66: CORRUGATED METAL PIPE
Issue Date: January 5, 2007
The first paragraph of Section 66- 1.045, "Concrete Backfill," of the Standard Specifications
is amended to read:
• At locations where pipe is to be backfilled with concrete as shown on the plans, the
concrete backfill shall be constructed of minor concrete or Class 4 concrete conforming to the
provisions in Section 90, "Portland Cement Concrete." Minor concrete shall contain not less
than 380 pounds of cementitious material per cubic yard. The concrete to be used will be
designated in the contract item or shown on the plans.
SECTION 68: SUBSURFACE DRAINS
Issue Date: January 5, 2007
The first and second paragraphs of Section 68- 3.02D, "Miscellaneous," of the Standard
Specifications are amended to read:
• Concrete for splash pads shall be produced from minor concrete conforming to the
provisions in Section 90 -10, "Minor Concrete." Minor concrete shall contain not less than
470 pounds of cementitious material per cubic yard.
• Mortar placed where edge drain outlets and vents connect to drainage pipe and existing
drainage inlets shall conform to the provisions in Section 51- 1.135, "Mortar."
SECTION 70: MISCELLANEOUS FACILITIES
Issue Date: January 5, 2007
The second paragraph of Section 70- 1.02C, "Flared End Sections," of the Standard
Specifications is amended to read:
• Precast concrete flared end sections shall conform to the requirements for Class III
Reinforced Concrete Pipe in AASHTO Designation: M 170M. Cementitious materials and
aggregate shall conform to the provisions in Section 90 -2, "Materials," except that mortar
strengths relative to Ottawa sand and grading requirements shall not apply to the aggregate. Use
of supplementary cementitious material shall conform to the requirements in AASHTO
Designation: M 170. The area of steel reinforcement per meter of flared end section shall be at
least equal to the minimum steel requirements for circular reinforcement in circular pipe for the
internal diameter of the circular portion of the flared end section. The basis of acceptance of the
precast concrete flared end section shall conform to the requirements of Section 5.1.2 of
AASHTO Designation: M 170.
® The first paragraph of Section 70- 1.02H, "Precast Concrete Structures," of the Standard
Specifications is amended to read:
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• Precast concrete pipe risers and pipe reducers, and precast concrete pipe sections,
adjustment rings and tapered sections for pipe energy dissipators, pipe inlets and pipe manholes
shall conform to the requirements in AASHTO Designation: M 199M/M 199, except that the
cementitious material and aggregate shall conform to the provisions in Section 90 -2, "Materials,"
except that mortar strengths relative to Ottawa sand and grading requirements shall not apply to
the aggregate. Use of supplementary cementitious material shall conform to the requirements in
AASHTO Designation: M 170.
The second paragraph of Section 70 -1.03, "Installation," of the Standard Specifications is
amended to read:
• Cutoff walls for precast concrete flared end sections shall be constructed of minor
concrete conforming to the provisions in Section 90 -10, "Minor Concrete." Minor concrete shall
contain not less than 470 pounds of cementitious material per cubic yard.
SECTION 73: CONCRETE CURBS AND SIDEWALKS
Issue Date: January 5, 2007
The second subparagraph of the second paragraph of Section 73 -1.01, "Description," of the
Standard Specifications is amended to read:
2. Minor concrete shall contain not less than 463 pounds of cementitious material per
cubic yard except that when extruded or slip - formed curbs are constructed using
3/8 -inch maximum size aggregate, minor concrete shall contain not less than
548 pounds of cementitious material per cubic yard.
SECTION 75: MISCELLANEOUS METAL
Issue Date: January 5, 2007
The last sentence of the thirteenth paragraph of Section 75 -1.03, "Miscellaneous Bridge
Metal," of the Standard Specifications is amended to read:
• Thread dimensions for internally threaded concrete anchorage devices shall conform to
the requirements in ASTM Designation: A 563.
The twenty -fourth paragraph of Section 75 -1.03, "Miscellaneous Bridge Metal," of the
Standard Specifications is amended to read:
• Sealing compound, for caulking and adhesive sealing, shall be a polysulfide or
polyurethane material conforming to the requirements in ASTM Designation: C 920, Type S,
Grade NS, Class 25, Use O.
Item C of the fourth paragraph of Section 75- 1.035, "Bridge Joint Restrainer Units," of the
Standard Specifications is amended to read:
C. Nuts shall conform to the requirements in ASTM Designation: A 563 including
Appendix X1, except lubrication is not required.
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® The twelfth paragraph in Section 75- 1.035, "Bridge Joint Restrainer Units," of the Standard
Specifications is amended to read:
• Concrete for filling cable drum units shall conform to the provisions in Section 90 -10,
"Minor Concrete," or at the option of the Contractor, may be a mix with 3/8 -inch maximum size
aggregate and not less than 675 pounds of cementitious material per cubic yard.
The sixth paragraph of Section 75 -1.05, "Galvanizing," of the Standard Specifications is
amended to read:
• Galvanizing of iron and steel hardware and nuts and bolts, when specified or shown on
the plans, shall conform to the requirements in ASTM Designation: A 153/A 153M, except
whenever threaded studs, bolts, nuts, and washers are specified to conform to the requirements in
ASTM Designation: A 307, A 325, A 449, A 563, or F 436 and zinc coating is required, they
shall be hot -dip zinc coated or mechanically zinc coated in conformance with the requirements in
the ASTM Designations. Unless otherwise specified, galvanizing shall be performed after
fabrication.
The eighth paragraph of Section 75 -1.05, "Galvanizing," of the Standard Specifications is
amended to read:
• Tapping of nuts or other internally threaded parts to be used with zinc coated bolts,
anchor bars or studs shall be done after galvanizing and shall conform to the requirements for
thread dimensions and overtapping allowances in ASTM Designation: A 563.
SECTION 80: FENCES
Issue Date: January 5, 2007
The fourth paragraph of Section 80- 3.01F, "Miscellaneous," of the Standard Specifications is
amended to read:
• Portland cement concrete for metal post and brace footings and for deadmen shall be
minor concrete conforming to the provisions in Section 90 -10, "Minor Concrete." Minor
concrete shall contain not less than 470 pounds of cementitious material per cubic yard.
The fourth paragraph of Section 80-4.01C, "Miscellaneous," of the Standard Specifications is
amended to read:
• Portland cement concrete for metal post and for deadmen shall be produced from minor
concrete conforming to the provisions in Section 90 -10, "Minor Concrete." Minor concrete shall
contain not less than 470 pounds of cementitious material per cubic yard.
SECTION 83: RAILINGS AND BARRIERS
® Issue Date: January 5, 2007
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The seventh paragraph in Section 83 -1.02, "Materials and Construction," of the Standard
® Specifications is amended to read:
• Mortar shall conform to the provisions in Section 51- 1.135, "Mortar," and shall consist of
one part by volume of cementitious material and 3 parts of clean sand.
Item b of the first paragraph in Section 83- 2.02D(2), "Materials," of the Standard
Specifications is amended to read:
b. If the 3/8 -inch maximum size aggregate grading is used to construct extruded or
slip - formed concrete barriers, the cementitious material content of the minor concrete
shall be not less than 675 pounds per cubic yard.
The third paragraph in Section 83- 2.02D(2), "Materials," of the Standard Specifications is
amended to read:
• The concrete paving between the tops of the 2 walls of concrete barrier (Types 50E, 60E,
60GE, and 60SE) and the optional concrete slab at the base between the 2 walls of concrete
barrier (Types 50E, 60E, 60GE, and 60SE) shall be constructed of minor concrete conforming to
the provisions of Section 90 -10, "Minor Concrete," except that the minor concrete shall contain
not less than 505 pounds of cementitious material per cubic yard.
SECTION 86: SIGNALS, LIGHTING AND ELECTRICAL SYSTEMS
Issue Date: January 5, 2007
The fourth paragraph in Section 86 -2.03, "Foundations," of the Standard Specifications is
amended to read:
• After each post, standard, and pedestal on structures is in proper position, mortar shall be
placed under the base plate as shown on the plans. The exposed portions shall be formed to
present a neat appearance. Mortar shall conform to Section 51- 1.135, "Mortar," except the
mortar shall consist of one part by volume of cementitious material and 3 parts of clean sand and
shall contain only sufficient moisture to permit packing. Mortar shall be cured by keeping it
damp for 3 days.
Item D of the eighteenth paragraph in Section 86- 2.05C, "Installation," of the Standard
Specifications is amended to read:
D. The conduit shall be placed in the bottom of the trench, and the trench shall be backfilled
with minor concrete conforming to the provisions in Section 90 -10, "Minor Concrete."
Minor concrete shall contain not less than 590 pounds of cementitious material per cubic
yard. Concrete backfill shall be placed to the pavement surface except, when the trench
is in asphalt concrete pavement and additional pavement is not being placed, the top
0.10 foot of the trench shall be backfilled with asphalt concrete produced from
commercial quality paving asphalt and aggregates.
Item C of the twenty -third paragraph in Section 86- 2.05C, "Installation," of the Standard
Specifications is amended to read:
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® C. Precast concrete conduit cradles shall conform to the dimensions shown on the plans and
shall be constructed of minor concrete and commercial quality welded wire fabric. Minor
concrete shall conform to the provisions in Section 90 -10, "Minor Concrete," and shall
contain not less than 590 pounds of cementitious material per cubic yard. The cradles
shall be moist cured for not less than 3 days.
Item G of the twenty -third paragraph in Section 86- 2.05C, "Installation," of the Standard
Specifications is amended to read:
G. The space around conduits through bridge abutment walls shall be filled with mortar
conforming to the provisions in Section 51- 1.135, "Mortar," except that the proportion of
cementitious material to sand shall be one to 3.
The fifth paragraph in Section 86 -2.07, "Traffic Pull Boxes," of the Standard Specifications
is amended to read:
• Concrete placed around and under traffic pull boxes as shown on the plans shall be minor
concrete conforming to the provisions in Section 90 -10, "Minor Concrete."
The traffic signal controller cabinet requirement in the table in Section 86- 2.08A, "Conductor
Identification," of the Standard Specifications is amended to read:
Traffic Signal Ungrounded Circuit Conductor Blk None CON -1 6
Controller Cabinet Grounded Circuit Conductor Wht None CON -2 6
The first sentence of the first paragraph of Section 86 -4.06, "Pedestrian Signal Faces," of the
Standard Specifications is amended to read:
• Message symbols for pedestrian signal faces shall be white WALKING PERSON and
Portland orange UPRAISED HAND conforming to the requirements in the Institute of
Transportation Engineers Standards: "Pedestrian Traffic Control Signal Indications" and the
"California MUTCD."
The second sentence of the tenth paragraph of Section 86 -4.07, "Light Emitting Diode
Pedestrian Signal Face 'Upraised Hand' Module," of the Standard Specifications is amended to
read:
• The color of "UPRAISED HAND" shall be Portland orange conforming to the
requirements of the Institute of Transportation Engineers Standards: "Pedestrian Traffic Control
Signal Indications" and the "California MUTCD."
The first paragraph in Section 86- 5.O1D, "Removing or Abandoning Existing Pressure -
Sensitive Detectors," of the Standard Specifications is amended to read:
• When a foundation for a pressure- sensitive vehicle detector is to be removed, the hole left
by removing the detector frame and foundation shall be filled with minor concrete, except the
roadway surface shall be reconstructed with material to match existing surfacing. Minor
concrete shall conform to the provisions in Section 90 -10, "Minor Concrete," except that the
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concrete shall contain not less than 420 pounds of cementitious material per cubic yard for
asphalt concrete surfaced roadways and not less than 590 pounds of cementitious material per
cubic yard for portland cement concrete surfaced roadways.
The first paragraph of Section 86 -8.01, "Payment," of the Standard Specifications is amended
to read:
• The contract lump sum price or prices paid for signal, ramp metering, flashing beacon,
lighting, sign illumination, traffic monitoring station, highway advisory radio systems, closed
circuit television systems, or combinations thereof; for modifying or removing those systems; for
temporary systems; or the lump sum or unit prices paid for various units of those systems; or the
lump sum or per foot price paid for conduit of the various sizes, types and installation methods
listed in the Engineer's Estimate shall include full compensation for furnishing all labor,
materials, tools, equipment and incidentals, and for doing all the work involved in furnishing and
installing, modifying, or removing the systems, combinations or units thereof, as shown on the
plans, as specified in these specifications and the special provisions, and as directed by the
Engineer, including any necessary pull boxes (except when the type required is shown as a
separate contract item); excavation and backfill; concrete foundations (except when shown as a
separate contract item); pedestrian barricades; furnishing and installing illuminated street name
signs; installing sign panels on pedestrian barricades, on flashing beacon standards, and on traffic
signal mast arms; restoring sidewalk, pavement and appurtenances damaged or destroyed during
construction; salvaging existing materials; and making all required tests.
SECTION 90: PORTLAND CEMENT CONCRETE
c
Issue Date: January 5, 2007
Section 90, "Portland Cement Concrete," of the Standard Specifications is amended to read:
SECTION 90: PORTLAND CEMENT CONCRETE
90 -1 GENERAL
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.
• The Contractor shall determine the mix proportions for concrete in conformance with
these specifications.
• Class 1 concrete shall contain not less than 675 pounds of cementitious material per cubic
yard.
• Class 2 concrete shall contain not less than 590 pounds of cementitious material per cubic
yard.
• Class 3 concrete shall contain not less than 505 pounds of cementitious material per cubic
yard.
• Class 4 concrete shall contain not less than 420 pounds of cementitious material per cubic
yard.
• Minor concrete shall contain not less than 550 pounds of cementitious material per cubic
yard unless otherwise specified in these specifications or the special provisions.
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• 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:
Use Cementitious Material Content
(Pounds /CY)
Concrete designated by compressive strength:
Deck slabs and slab spans of bridges 675 min., 800 max.
Roof sections of exposed top box culverts 675 min., 800 max.
Other portions of structures 590 min., 800 max.
Concrete not designated by compressive strength:
Deck slabs and slab spans of bridges 675 min.
Roof sections of exposed top box culverts 675 min.
Prestressed members 675 min.
Seal courses 675 min.
Other portions of structures 590 min.
Concrete for precast members 590 min., 925 max.
• Whenever the 28 -day compressive strength shown on the plans is greater than
3,600 pounds per square inch, the concrete shall be designated by compressive strength. If the
plans show a 28 -day compressive strength that is 4,000 pounds per square inch or greater, an
additional 14 days will be allowed to obtain the specified strength. The 28 -day compressive
strengths shown on the plans that are 3,600 pounds per square inch or less are shown for design
information only and are not a requirement for acceptance of the concrete.
• Concrete designated by compressive strength shall be proportioned such that the concrete
will attain the strength shown on the plans or specified in the special provisions.
• 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
conformance with procedures described in California Test 518 for cement content. For testing
purposes, supplementary cementitious material 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 has a cementitious material, portland cement, or supplementary
cementitious material content that is less than the minimum required, 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
cementitious material, portland cement, or supplementary cementitious material that is less than
the minimum required. The Department may deduct the amount from any moneys 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 will be made based on the
results of California Test 518.
• The requirements of the preceding paragraph shall not apply to minor concrete or
commercial quality concrete.
0
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90 -2 MATERIALS
90 -2.01 CEMENTITIOUS MATERIALS
• Unless otherwise specified, cementitious material shall be either a combination of Type II
or Type V portland cement and a supplementary cementitious material, or a blended cement.
• Cementitious materials used in cast -in -place concrete for exposed surfaces of like
elements of a structure shall be from the same sources and of the same proportions.
• Cementitious materials shall be protected from moisture until used. Sacked cementitious
materials shall be piled to permit access for tallying, inspecting, and identifying each shipment.
• Facilities shall be provided to ensure that cementitious materials meeting this
Section 90 -2.01 are kept separate from other cementitious materials. Sampling cementitious
materials shall be in conformance with California Test 125.
• The Contractor shall furnish a Certificate of Compliance for cementious materials in
conformance with the provisions in Section 6 -1.07, "Certificates of Compliance." The
Certificate of Compliance shall indicate the source by name and location (including country,
state, and city). If cementitious material is delivered directly to the job site, the Certificate of
Compliance shall be signed by the cementitious material supplier. If the cementitious material is
used in ready -mixed concrete or in precast concrete products purchased as such by the
Contractor, the Certificate of Compliance shall be signed by the manufacturer of the concrete or
product.
90 -2.O1A CEMENT
• Portland cement shall conform to the requirements in ASTM Designation: C 150 except,
using a 10- sample moving average, limestone shall not exceed 2.5 percent. The C3S content of
Type II cement shall not exceed 65 percent.
• Blended cement shall conform to the requirements for Portland Blast- Furnace Slag,
Cement Type IS (MS) or Portland- Pozzolan Cement, Type IP (MS) in AASHTO Designation:
M 240 and shall be comprised of an intimate and uniform blend of Type II or Type V cement
and supplementary cementitious material in an amount conforming to the requirements in
Section 90- 2.01C, "Required Use of Supplementary Cementitious Materials."
• In addition, blended cement, Type II portland cement, and Type V portland cement shall
conform to the following requirements:
A. The cement shall not contain more than 0.60 - percent by mass of alkalies, calculated as
the percentage of Na plus 0.658 times the percentage of K when determined by
methods as required in AASHTO Designation: T 105;
B. The autoclave expansion shall not exceed 0.50- percent; and
C. Mortar, containing the cement to be used and Ottawa sand, when tested in conformance
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.
• Type III portland cement shall be used only as specified in the special provisions or with
the approval of the Engineer. Type III portland cement shall conform to the additional
requirements listed above for Type II portland cement, except when tested in conformance with
California Test 527, mortar containing Type III portland cement shall not contract in air more
than 0.075- percent.
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90 -2.O1B SUPPLEMENTARY CEMENTITIOUS MATERIALS (SCM)
• Fly ash shall conform to the requirements in AASHTO Designation: M 295, Class F, and
the following:
A. Calcium oxide content shall not exceed 10 percent.
B. The available alkali, as sodium oxide equivalent, shall not exceed 1.5 percent when
determined in conformance with the requirements in ASTM Designation: C 311 or the
total alkali, as sodium oxide equivalent, shall not exceed 5.0 percent when determined in
conformance with the requirements in AASHTO Designation: T 105.
C. Commingling of fly ash from different sources at uncontrolled ratios is permissible only
if the following criteria are satisfied:
1. Sources of fly ash to be commingled shall be on the approved list of materials for use
in concrete.
2. Testing of the commingled product is the responsibility of the fly ash supplier.
3. Each fly ash's running average of density shall not differ from any other by more than
0.01 -pound per cubic inch at the time of commingling.
4. Each fly ash's running average of loss on ignition shall not differ from any other by
more than one percent at the time of commingling.
5. The final product of commingled fly ash shall conform to the requirement in
AASHTO Designation: M 295.
• Raw or calcined natural pozzolans shall conform to the requirements in AASHTO
Designation: M 295, Class N and the following requirements:
A. Calcium oxide content shall not exceed 10 percent.
B. The available alkali, as sodium oxide equivalent, shall not exceed 1.5 percent when
determined in conformance with the requirements in ASTM Designation: C 311 or the
total alkali, as sodium oxide equivalent, shall not exceed 5.0 percent when determined in
conformance with the requirements in AASHTO Designation: T 105.
• Ground Granulated Blast Furnace Slag (GGBFS) shall conform to the requirements in
AASHTO Designation: M 302, Grade 100 or Grade 120.
• Silica Fume shall conform to the requirements of AASHTO Designation: M 307, with
reduction in mortar expansion of 80 percent, minimum, using the cement from the proposed mix
design.
90 -2.O1C REQUIRED USE OF SUPPLEMENTARY CEMENTITIOUS MATERIALS
• The amount of portland cement and SCM used in portland cement concrete shall conform
to the minimum cementitious material content provisions in Section 90 -1.01, "Description," or
Section 90 -4.05, "Optional Use of Chemical Admixtures," and the following:
A. If a blended cement conforming to the provisions in Section 90- 2.O1A, "Cement," is
used, the minimum amount of SCM incorporated into the cement shall conform to the
provisions in this Section 90-2.01C.
B. Fly ash or natural pozzolan, silica fume, or GGBFS shall not be used with Type IP or
® Type IS cements.
• Use of SCMs shall conform to the following:
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® A. If fly ash or natural pozzolan is used:
1. The minimum amount of portland cement shall not be less than 75 percent by weight
of the specified minimum cementitious material content.
2. The minimum amount of fly ash or natural pozzolan shall be:
a. Fifteen percent by weight of the total amount of cementitious material if the
calcium oxide content of fly ash or natural pozzolan is equal to or less than
2 percent by weight;
b. Twenty -five percent by weight of the total amount of cementitious material if
the calcium oxide content of fly ash or natural pozzolan is greater than
2 percent by weight.
3. The total amount of fly ash or natural pozzolan shall not exceed 35 percent by weight
of the total amount of cementitious material to be used in the mix. If Section 90 -1.01,
"Description," specifies a maximum cementitious material content in pounds per
cubic yard, the total weight of portland cement and fly ash or natural pozzolan per
cubic yard shall not exceed the specified maximum cementitious material content.
B. If silica fume is used:
1. The amount of silica fume shall not be less than 10 percent by weight of the total
amount of cementitious material.
2. The amount of portland cement shall not be less than 75 percent by weight of the
specified minimum cementitious material content.
3. If Section 90 -1.01, "Description," specifies a maximum cementitious material content
in pounds per cubic yard, the total weight of portland cement and silica fume per
cubic yard shall not exceed the specified maximum cementitious material content.
C. If GGBFS is used:
1. The minimum amount of GGBFS shall be either:
a. Forty percent of the total cementitious material to be used, if the aggregates
used in the concrete are on the Department's list of "Approved Aggregates For
Use in Concrete with Reduced Fly Ash."
b. No less than 50 percent.
2. The amount of GGBFS shall not exceed 60 percent by weight of the total amount of
cementitious materials to be used.
90 -2.02 AGGREGATES
• Aggregates shall be free from deleterious coatings, clay balls, roots, bark, sticks, rags,
and other extraneous material.
• The Contractor shall provide safe and suitable facilities, including necessary splitting
devices for obtaining samples of aggregates, in conformance with California Test 125.
• Aggregates shall be of such character that it will be possible to produce workable
concrete within the limits of water content provided in Section 90 -6.06, "Amount of Water and
Penetration."
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• Aggregates shall have not more than 10 percent loss when tested for soundness in
conformance with the requirements in California Test 214. The soundness requirement for fine
aggregate will be waived, provided that the durability index, Df, of the fine aggregate is 60 or
greater when tested for durability in conformance with California Test 229.
• If the results of any one or more of the Cleanness Value, Sand Equivalent, or aggregate
grading tests do not meet the requirements specified for "Operating Range" but all meet the
"Contract Compliance" requirements, the placement of concrete shall be suspended at the
completion of the current pour until tests or other information indicate 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 Cleanness Value and coarse aggregate grading tests do
not meet the requirements specified for "Contract Compliance," the concrete that is represented
by the tests 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
$3.50 per cubic yard for paving concrete and $5.50 per cubic yard for all other concrete for the
concrete represented by these tests and left in place. The Department may deduct the amount
from any moneys due, or that may become due, the Contractor under the contract.
• If the results of either or both the Sand Equivalent and fine aggregate grading tests do not
meet the requirements specified for "Contract Compliance," the concrete which is represented by
the tests 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 $3.50 per
cubic yard for paving concrete and $5.50 per cubic yard for all other concrete for the concrete
represented by these tests and left in place. The Department may deduct the amount from any
moneys due, or that may become due, the Contractor under the contract.
• The 2 preceding paragraphs apply individually to the "Contract Compliance"
requirements for coarse aggregate and fine aggregate. When both coarse aggregate and fine
aggregate do not conform to the "Contract Compliance" requirements, both paragraphs shall
apply. The payments specified in those paragraphs are in addition to any payments made in
conformance with the provisions in Section 90 -1.01, "Description."
• No single Cleanness Value, Sand Equivalent, or aggregate grading test shall represent
more than 300 cubic yards of concrete or one day's pour, whichever is smaller.
• When the source of an aggregate is changed, the Contractor shall adjust the mix
proportions and submit in writing to the Engineer a copy of the mix design before using the
aggregates.
90 -2.02A COARSE AGGREGATE
• Coarse aggregate shall consist of gravel, crushed gravel, crushed rock, reclaimed
aggregate, crushed air - cooled iron blast furnace slag or combinations thereof. Crushed
air - cooled blast furnace slag shall not be used in reinforced or prestressed concrete.
• Reclaimed aggregate is aggregate that has been recovered from plastic concrete by
washing away the cementitious material. Reclaimed aggregate shall conform to all aggregate
requirements.
• Coarse aggregate shall conform to the following quality requirements:
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California
Tests Test Requirements
Loss in Los Angeles Rattler (after 500 211 45% max.
revolutions)
Cleanness Value
Operating Range 227 75 min.
Contract Compliance 227 71 min.
• In lieu of the above Cleanness Value requirements, a Cleanness Value "Operating Range"
limit of 71, minimum, and a Cleanness Value "Contract Compliance" limit of 68, minimum, will
be used to determine the acceptability of the coarse aggregate if the Contractor furnishes a
Certificate of Compliance, as provided in Section 6 -1.07, "Certificates of Compliance,"
certifying that:
A. Coarse aggregate sampled at the completion of processing at the aggregate production
plant had a Cleanness Value of not less than 82 when tested in conformance with the
requirements in California Test 227; and
B. Prequalification tests performed in conformance with the requirements in California
Test 549 indicated that the aggregate would develop a relative strength of not less than
95 percent and would have a relative shrinkage not greater than 105 percent, based on
concrete.
90 -2.02B FINE AGGREGATE
• Fine aggregate shall consist of natural sand, manufactured sand produced from larger
aggregate or a combination thereof. Manufactured sand shall be well graded.
i • Fine aggregate shall conform to the following quality requirements:
California
Test Test Requirements
Organic Impurities 213 Satisfactory'
Mortar Strengths Relative to Ottawa Sand 515 95 %, min.
Sand Equivalent:
Operating Range 217 75, min.
Contract Compliance 217 71, min.
a Fine aggregate developing a color darker than the reference standard color
solution may be accepted if it is determined by the Engineer, from mortar
strength tests, that a darker color is acceptable.
• In lieu of the above Sand Equivalent requirements, a Sand Equivalent "Operating Range"
limit of 71, minimum, and a Sand Equivalent "Contract Compliance" limit of 68, minimum, will
be used to determine the acceptability of the fine aggregate if the Contractor furnishes a
Certificate of Compliance, as provided in Section 6 -1.07, "Certificates of Compliance,"
certifying that:
A. Fine aggregate sampled at the completion of processing at the aggregate production plant
had a Sand Equivalent value of not less than 82 when tested by California Test 217; and
B. Prequalification tests performed in conformance with California Test 549 indicated that
the aggregate would develop a relative strength of not less than 95 percent and would
have a relative shrinkage not greater than 105 percent, based on concrete.
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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 Cl, when tested in conformance with California Test 422, nor more than 1,300 parts
per million of sulfates as SO4, when tested in conformance with California Test 417. 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 Cl, when
tested in conformance with California Test 422, nor more than 1,300 parts per million of sulfates
as SO4, when tested in conformance with California Test 417. 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 conformance with the requirements in 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 conformance with the requirements in ASTM
Designation: C 109, when compared to the results obtained with distilled water or deionized
water, tested in conformance with the requirements in ASTM Designation: C 109.
• In nonreinforced concrete work, the water for curing, for washing aggregates and for
mixing shall be free from oil and shall not contain more than 2,000 parts per million of chlorides
as Cl, when tested in conformance with California Test 422, or more than 1,500 parts per million
of sulfates as SO4, when tested in conformance with California Test 417.
• In addition to the above provisions, water for curing concrete shall not contain impurities
in a sufficient amount to cause discoloration of the concrete or produce etching of the surface.
• Water reclaimed from mixer wash -out operations may be used in mixing concrete. The
water shall not contain coloring agents or more than 300 parts per million of alkalis
(Na20 + 0.658 K as determined on the filtrate. The specific gravity of the water shall not
exceed 1.03 and shall not vary more than ±0.010 during a day's operations.
90 -2.04 ADMIXTURE MATERIALS
• Admixture materials shall conform to the requirements in the following ASTM
Designations:
A. Chemical Admixtures —ASTM Designation: C 494.
B. Air- entraining Admixtures —ASTM Designation: C 260.
90 -3 AGGREGATE GRADINGS
90 -3.01 GENERAL
• Before beginning concrete work, the Contractor shall submit in writing to the Engineer
the gradation of the primary aggregate nominal sizes that the Contractor proposes to furnish. If a
primary coarse aggregate or the fine aggregate is separated into 2 or more sizes, the proposed
gradation shall consist of the gradation for each individual size, and the proposed proportions of
each individual size, combined mathematically to indicate one proposed gradation. The
proposed gradation shall meet the grading requirements shown in the table in this section, and
shall show the percentage passing each of the sieve sizes used in determining the end result.
• The Engineer may waive, in writing, the gradation requirements in this Section 90 -3.01
and in Sections 90 -3.02, "Coarse Aggregate Grading," 90 -3.03, "Fine Aggregate Grading," and
90 -3.04, "Combined Aggregate Gradings," if, in the Engineer's opinion, furnishing the gradation
® is not necessary for the type or amount of concrete work to be constructed.
• Gradations proposed by the Contractor shall be within the following percentage passing
limits:
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C Primary Aggregate Nominal Size Sieve Size Limits of Proposed Gradation
11/2 "x3/4" 1" 19 -41
1 "x No. 4 3/4" 52 -85
1" x No. 4 3/8" 15 - 38
1/2" x No. 4 3/8" 40 - 78
3/8" x No. 8 3/8" 50 - 85
Fine Aggregate No. 16 55 - 75
Fine Aggregate No. 30 34 - 46
Fine Aggregate No. 50 16 - 29
• Should the Contractor change the source of supply, the Contractor shall submit in writing
to the Engineer the new gradations before their intended use.
90 -3.02 COARSE AGGREGATE GRADING
• The grading requirements for coarse aggregates are shown in the following table for each
size of coarse aggregate:
Percentage Passing Primary Aggregate Nominal Sizes
1 1/2" x 3/4" 1" x No. 4 1/2" x No. 4 3/8" x No. 8
Operating Contract Operating Contract Operating Contract Operating Contract
Sieve Sizes Range Compliance Range Compliance Range Compliance Range Compliance
2" 100 100 — — — — — —
1 1/2" 88 - 100 85 - 100 100 100 - _ _ —
1" X ±18 X ±25 88 - 100 86 - 100
3/4" 0 - 17 0 - 20 X ±15 X ±22 100 100 — —
1/2" — — — — 82 - 100 80 - 100 100 100
3/8" 0- 7 0- 9 X ±15 X ±22 X ±15 X ±22 X ±15 X ±20
No.4 — — 0 -16 0 -18 0 -15 0 -18 0 -25 0 -28
No.8 — — 0 -6 0 -7 0 -6 0 -7 0 -6 0 -7
• In the above table, the symbol X is the gradation that the Contractor proposes to furnish
for the specific sieve size as provided in Section 90 -3.01, "General."
• Coarse aggregate for the 1 1/2 inch, maximum, combined aggregate grading as provided
in Section 90 -3.04, "Combined Aggregate Gradings," shall be furnished in 2 or more primary
aggregate nominal sizes. Each primary aggregate nominal size may be separated into 2 sizes and
stored separately, provided that the combined material conforms to the grading requirements for
that particular primary aggregate nominal size.
• When the one inch, maximum, combined aggregate grading as provided in
Section 90 -3.04, "Combined Aggregate Gradings," is to be used, the coarse aggregate may be
separated into 2 sizes and stored separately, provided that the combined material shall conform
to the grading requirements for the 1" x No. 4 primary aggregate nominal size.
90 -3.03 FINE AGGREGATE GRADING
• Fine aggregate shall be graded within the following limits:
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Percentage Passing
Sieve Sizes Operating Range Contract Compliance
3/8" 100 100
No. 4 95 - 100 93 - 100
No. 8 65 - 95 61 - 99
No.16 X ±10 X ±13
No. 30 X ±9 X ±12
No. 50 X ±6 X ±9
No. 100 2 - 12 1 - 15
No. 200 0 - 8 0 - 10
• In the above table, the symbol X is the gradation that the Contractor proposes to furnish
for the specific sieve size as provided in Section 90 -3.01, "General."
• In addition to the above required grading analysis, the distribution of the fine aggregate
sizes shall be such that the difference between the total percentage passing the No. 16 sieve and
the total percentage passing the No. 30 sieve shall be between 10 and 40, and the difference
between the percentage passing the No. 30 and No. 50 sieves shall be between 10 and 40.
• Fine aggregate may be separated into 2 or more sizes and stored separately, provided that
the combined material conforms to the grading requirements specified in this Section 90 -3.03.
90 -3.04 COMBINED AGGREGATE GRADINGS
• Combined aggregate grading limits shall be used only for the design of concrete mixes.
Concrete mixes shall be designed so that aggregates are combined in proportions that shall
produce a mixture within the grading limits for combined aggregates as specified herein.
• The combined aggregate grading, except when otherwise specified in these specifications
or the special provisions, shall be either the 1 1/2 inch, maximum grading, or the 1 inch,
maximum grading, at the option of the Contractor.
Grading Limits of Combined Aggregates
Percentage Passing
Sieve Sizes 1 1/2" Max. 1" Max. 1/2" Max. 3/8" Max.
2" 100 — — —
1 1/2" 90 - 100 100 — —
1" 50 - 86 90 - 100 — —
3/4" 45 -75 55 -100 100 —
1/2" — — 90 - 100 100
3/8" 38 - 55 45 - 75 55 - 86 50 - 100
No. 4 30 - 45 35 - 60 45 - 63 45 - 63
No. 8 23 - 38 27 - 45 35 - 49 35 - 49
No. 16 17 - 33 20 - 35 25 - 37 25 - 37
No. 30 10 - 22 12 - 25 15 - 25 15 - 25
No.50 4 -10 5 -15 5 -15 5 -15
No.100 1 -6 1 -8 1 -8 1 -8
No.200 0 -3 0 -4 0 -4 0 -4
• Changes from one grading to another shall not be made during the progress of the work
unless permitted by the Engineer.
90 -4 ADMIXTURES
® 90 -4.01 GENERAL
• Admixtures used in portland cement concrete shall conform to and be used in
conformance with the provisions in this Section 90 -4 and the special provisions. Admixtures
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shall be used when specified or ordered by the Engineer and may be used at the Contractor's
® option as provided herein.
• Chemical admixtures and air- entraining admixtures containing chlorides as Cl in excess
of one percent by weight of admixture, as determined by California Test 415, shall not be used.
• Admixtures shall be uniform in properties throughout their use in the work. Should it be
found that an admixture as furnished is not uniform in properties, its use shall be discontinued.
• If more than one admixture is used, the admixtures shall be compatible with each other so
that the desirable effects of all admixtures used will be realized.
• Chemical admixtures shall be used in conformance with the manufacturer's written
recommendations.
90 -4.02 MATERIALS
• Admixture materials shall conform to the provisions in Section 90 -2.04, "Admixture
Materials."
90 -4.03 ADMIXTURE APPROVAL
• No admixture brand shall be used in the work unless it is on the Department's current list
of approved brands for the type of admixture involved.
• Admixture brands will be considered for addition to the approved list if the manufacturer
of the admixture submits to the Transportation Laboratory a sample of the admixture
accompanied by certified test results demonstrating that the admixture complies with the
requirements in the appropriate ASTM Designation and these specifications. The sample shall
be sufficient to permit performance of all required tests. Approval of admixture brands will be
dependent upon a determination as to compliance with the requirements, based on the certified
test results submitted, together with tests the Department may elect to perform.
• If the Contractor proposes to use an admixture of a brand and type on the current list of
approved admixture brands, the Contractor shall furnish a Certificate of Compliance from the
manufacturer, as provided in Section 6 -1.07, "Certificates of Compliance," certifying that the
admixture furnished is the same as that previously approved. If a previously approved admixture
is not accompanied by a Certificate of Compliance, the admixture shall not be used in the work
until the Engineer has had sufficient time to make the appropriate tests and has approved the
admixture for use. The Engineer may take samples for testing at any time, whether or not the
admixture has been accompanied by a Certificate of Compliance.
90 -4.04 REQUIRED USE OF CHEMICAL ADMIXTURES
• If the use of a chemical admixture is specified, the admixture shall be used at the dosage
specified, except that if no dosage is specified, the admixture shall be used at the dosage
normally recommended by the manufacturer of the admixture.
90 -4.05 OPTIONAL USE OF CHEMICAL ADMIXTURES
• The Contractor may 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:
A. If a water - reducing admixture or a water - reducing and retarding admixture is used, the
® cementitious material content specified or ordered may be reduced by a maximum of
5 percent by weight, except that the resultant cementitious material content shall be not
less than 505 pounds per cubic yard; and
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B. 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.
• Unless otherwise specified, a Type C accelerating chemical admixture conforming to the
requirements in ASTM Designation: C 494, may be used in portland cement concrete. Inclusion
in the mix design submitted for approval will not be required provided that the admixture is
added to counteract changing conditions that contribute to delayed setting of the portland cement
concrete, and the use or change in dosage of the admixture is approved in writing by the
Engineer.
90 -4.06 REQUIRED USE OF AIR - ENTRAINING ADMIXTURES
• When air - entrainment is specified or ordered by the Engineer, the air - entraining
admixture shall be used in amounts to produce a concrete having the specified air content as
determined by California Test 504.
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.
90 -4.08 BLANK
90 -4.09 BLANK
90 -4.10 PROPORTIONING AND DISPENSING LIQUID ADMIXTURES
• Chemical admixtures and air - entraining admixtures shall be dispensed in liquid form.
Dispensers for liquid admixtures shall have sufficient capacity to measure at one time the
prescribed quantity required for each batch of concrete. Each dispenser shall include a graduated
measuring unit into which liquid admixtures are measured to within ±5 percent of the prescribed
quantity for each batch. Dispensers shall be located and maintained so that the graduations can
be accurately read from the point at which proportioning operations are controlled to permit a
visual check of batching accuracy prior to discharge. Each measuring unit shall be clearly
marked for the type and quantity of admixture.
• Each liquid admixture dispensing system shall be equipped with a sampling device
consisting of a valve located in a safe and readily accessible position such that a sample of the
admixture may be withdrawn slowly by the Engineer.
• If more than one liquid admixture is used in the concrete mix, each liquid admixture shall
have a separate measuring unit and shall be dispensed by injecting equipment located in such a
manner that the admixtures are not mixed at high concentrations and do not interfere with the
effectiveness of each other. When air - entraining admixtures are used in conjunction with other
liquid admixtures, the air - entraining admixture shall be the first to be incorporated into the mix,
unless it is demonstrated that a different sequence improves performance.
® • When automatic proportioning devices are required for concrete pavement, dispensers for
liquid admixtures shall operate automatically with the batching control equipment. The
dispensers shall be equipped with an automatic warning system in good operating condition that
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will provide a visible or audible signal at the point at which proportioning operations are
controlled when the quantity of admixture measured for each batch of concrete varies from the
preselected dosage by more than 5 percent, or when the entire contents of the measuring unit are
not emptied from the dispenser into each batch of concrete.
• Unless liquid admixtures are added to premeasured water for the batch, their discharge
into the batch shall be arranged to flow into the stream of water so that the admixtures are well
dispersed throughout the batch, except that air- entraining admixtures may be dispensed directly
into moist sand in the batching bins provided that adequate control of the air content of the
concrete can be maintained.
• Liquid admixtures requiring dosages greater than one -half gallon per cubic yard shall be
considered to be water when determining the total amount of free water as specified in
Section 90 -6.06, "Amount of Water and Penetration."
90 -4.11 BLANK
90 -5 PROPORTIONING
90 -5.01 STORAGE OF AGGREGATES
• Aggregates shall be stored or stockpiled in such a manner that separation of coarse and
fine particles of each size shall be avoided and the various sizes shall not become intermixed
before proportioning.
• Aggregates shall be stored or stockpiled and handled in a manner that prevent
contamination by foreign materials. In addition, storage of aggregates at batching or mixing
facilities that are erected subsequent to the award of the contract and that furnish concrete to the
project shall conform to the following:
A. Intermingling of the different sizes of aggregates shall be positively prevented. The
Contractor shall take the necessary measures to prevent intermingling. The preventive
measures may include, but are not necessarily limited to, physical separation of stockpiles
or construction of bulkheads of adequate length and height; and
B. Contamination of aggregates by contact with the ground shall be positively prevented.
The Contractor shall take the necessary measures to prevent contamination. The
preventive measures shall include, but are not necessarily limited to, placing aggregates
on wooden platforms or on hardened surfaces consisting of portland cement concrete,
asphalt concrete, or cement treated material.
• In placing aggregates in storage or in moving the aggregates from storage to the weigh
hopper of the batching plant, any method that may cause segregation, degradation, or the
combining of materials of different gradings that will result in any size of aggregate at the weigh
hopper failing to meet the grading requirements, shall be discontinued. Any method of handling
aggregates that results in excessive breakage of particles shall be discontinued. The use of
suitable devices to reduce impact of falling aggregates may be required by the Engineer.
90 -5.02 PROPORTIONING DEVICES
• Weighing, 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, automatic weighing systems shall comply with the requirements for automatic
proportioning devices in Section 90- 5.03A, "Proportioning for Pavement." Automatic devices
shall be automatic to the extent that the only manual operation required for proportioning the
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aggregates, cement, and supplementary cementitious material for one batch of concrete is a
single operation of a switch or starter.
• Proportioning devices shall be tested as frequently as the Engineer may deem necessary
to ensure 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 weighing of aggregate shall have a zero tolerance of
±0.5 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
weighing of cement and supplementary cementitious material shall have a zero tolerance of
±0.5 percent of the designated total batch weight of the cement and supplementary cementitious
material. Equipment for weighing cement or supplementary cementitious material 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 1.0 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; and
B. Cement shall be 99 to 102 percent of its designated batch weight. When weighed
individually, supplementary cementitious material shall be 99 to 102 percent of its
designated batch weight. When supplementary cementitious material and cement are
permitted to be weighed cumulatively, cement shall be weighed first to 99 to 102 percent
of its designated batch weight, and the total for cement and supplementary cementitious
material shall be 99 to 102 percent of the sum of their designated batch weights; and
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, supplementary cementitious material, or cement plus
supplementary cementitious material 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.
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 cementitious material and water as provided in these
specifications. Aggregates shall be proportioned by weight.
• At the time of batching, 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.
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• 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) cement shall be weighed in an individual hopper and shall be kept
separate from the aggregates until the ingredients are released for discharge into the mixer.
• Bulk cement and supplementary cementitious material may be weighed in separate,
individual weigh hoppers or may be weighed in the same weigh hopper and shall be kept
separate from the aggregates until the ingredients are released for discharge into the mixer. If the
cement and supplementary cementitious material are weighed cumulatively, the cement shall be
weighed first.
• If cement and supplementary cementitious material are weighed in separate weigh
hoppers, the weigh systems for the proportioning of the aggregate, the cement, and the
supplementary cementitious material shall be individual and distinct from all other weigh
systems. Each weigh system shall be equipped with a hopper, a lever system, and an indicator to
constitute an individual and independent material - weighing device. The cement and the
supplementary cementitious material shall be discharged into the mixer simultaneously with the
aggregate.
• The scales and weigh hoppers for bulk weighing cement, supplementary cementitious
material, or cement plus supplementary cementitious material shall be separate and distinct from
the aggregate weighing equipment.
• For batches of one cubic yard or more, the batching equipment shall conform to one of
the following combinations:
A. Separate boxes and separate scale and indicator for weighing each size of aggregate.
B. Single box and scale indicator for all aggregates.
C. Single box or separate boxes and automatic weighing mechanism for all 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 hauling equipment shall be determined
when ordered by the Engineer. The equipment shall be weighed on scales designated by the
Engineer.
90 -5.03A PROPORTIONING FOR PAVEMENT
• Aggregates and bulk supplementary cementitious material for use in pavement shall be
proportioned by weight by means of automatic proportioning devices of approved type
conforming to these specifications.
• The Contractor shall install and maintain in operating condition an electronically 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, supplementary cementitious material, or cement plus
supplementary cementitious material 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 supplementary cementitious
® material hoppers or the cement plus supplementary cementitious material hopper are charged
with weights that are within the tolerances specified in Section 90 -5.02, "Proportioning
Devices."
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• If interlocks are required for cement and supplementary cementitious material charging
® mechanisms and cement and supplementary cementitious material 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."
• If concrete is completely mixed in stationary paving mixers, the supplementary
cementitious materials shall be weighed in a separate weigh hopper and the supplementary
cementitious material and cement shall be introduced simultaneously into the mixer
proportionately with the aggregate. If the Contractor provides certification that the stationary
mixer is capable of mixing the cement, supplementary cementitious material, aggregates, and
water uniformly before discharge, weighing the supplementary cementitious material
cumulatively with the cement is permitted. Certification shall contain the following:
A. Test results for 2 compressive strength test cylinders of concrete taken within the first
one -third and 2 compressive strength test cylinders of concrete taken within the last
one -third of the concrete discharged from a single batch from the stationary paving
mixer. Strength tests and cylinder preparation will be in conformance with the provisions
of Section 90 -9, "Compressive Strength ";
B. Calculations demonstrating that the difference in the averages of 2 compressive strengths
taken in the first one -third is no greater than 7.5 percent different than the averages of
2 compressive strengths taken in the last one -third of the concrete discharged from a
single batch from the stationary paving mixer. Strength tests and cylinder preparation
will be in conformance with the provisions of Section 90 -9, "Compressive Strength;" and
C. The mixer rotation speed and time of mixing before discharge that are required to
produce a mix that meets the requirements above.
• The discharge gate on the cement and supplementary cementitious material hoppers or
the cement plus supplementary cementitious material hopper shall be designed to permit
regulating the flow of cement, supplementary cementitious material, or cement plus
supplementary cementitious material into the aggregate as directed by the Engineer.
• If 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 so 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.
• If the discharge from the several bins is controlled by gates, each gate shall be actuated
automatically so that the required mass is discharged into the weigh box, after which the gate
shall automatically close and lock.
• The automatic weighing system shall be designed so that all proportions required may be
set on the weighing controller at the same time.
90 -6 MIXING AND TRANSPORTING
® 90 -6.01 GENERAL
• Concrete shall be mixed in mechanically operated mixers, except that when permitted by
the Engineer, batches not exceeding 1/3 cubic yard may be mixed by hand methods in
conformance with the provisions in Section 90 -6.05, "Hand- Mixing."
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• Equipment having components made of aluminum or magnesium alloys that would have
® contact with plastic concrete during mixing, transporting, or pumping of portland cement
concrete shall not be used.
• Concrete shall be homogeneous and thoroughly mixed, and there shall be no lumps or
evidence of undispersed cementitious material.
• Uniformity of concrete mixtures will be determined by differences in penetration as
determined by California Test 533, or slump as determined by ASTM Designation: C 143, and
by variations in the proportion of coarse aggregate as determined by California Test 529.
• When the mix design specifies a penetration value, the difference in penetration,
determined by comparing penetration tests on 2 samples of mixed concrete from the same batch
or truck mixer load, shall not exceed 1/2 -inch. When the mix design specifies a slump value, the
difference in slump, determined by comparing slump tests on 2 samples of mixed concrete from
the same batch or truck mixer load, shall not exceed the values given in the table below.
Variation in the proportion of coarse aggregate will be determined by comparing the results of
tests of 2 samples of mixed concrete from the same batch or truck mixer load and the difference
between the 2 results shall not exceed 170 pounds per cubic yard of concrete.
Average Slump 1 Maximum Permissible Difference
Less than 4" 1"
4" to 6" 1 1/2"
Greater than 6" to 9" 2"
• The Contractor shall furnish samples of the freshly mixed concrete and provide
satisfactory facilities for obtaining the samples.
90 -6.02 MACHINE MIXING
• Concrete mixers may be of the revolving drum or the revolving blade type, and the
mixing drum or blades shall be operated uniformly at the mixing speed recommended by the
manufacturer. Mixers and agitators that have an accumulation of hard concrete or mortar shall
not be used.
• The temperature of mixed concrete, immediately before placing, shall be not less than
50° F or more than 90° F. Aggregates and water shall be heated or cooled as necessary to
produce concrete within these temperature limits. Neither aggregates nor mixing water shall be
heated to exceed 150° F. If ice is used to cool the concrete, discharge of the mixer will not be
permitted until all ice is melted.
• 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, in accumulation of
cementitious materials on surfaces of conveyors or hoppers, or in other conditions that reduce or
vary the required quantity of cementitious material in the concrete mixture.
• Paving and stationary mixers shall be operated with an automatic timing device. The
timing device and discharge mechanism shall be interlocked so that during normal operation no
part of the batch will be discharged until the specified mixing time has elapsed.
• 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 size of batch shall not exceed the manufacturer's guaranteed capacity.
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• When producing concrete for pavement or base, suitable batch counters shall be installed
and maintained in good operating condition at job site batching plants and stationary mixers.
+ The batch counters shall indicate the exact number of batches proportioned and mixed.
• Concrete shall be mixed and delivered to the job site by means of one of the following
combinations of operations:
A. Mixed completely in a stationary mixer and the mixed concrete transported to the point of
delivery in truck agitators or in nonagitating hauling equipment (central -mixed concrete).
B. Mixed partially in a stationary mixer, and the mixing completed in a truck mixer
(shrink -mixed concrete).
C. Mixed completely in a truck mixer (transit -mixed concrete).
D. Mixed completely in a paving mixer.
• Agitators may be truck mixers operating at agitating speed or truck agitators. Each mixer
and agitator shall have attached thereto in a prominent place a metal plate or plates on which is
plainly marked the various uses for which the equipment is designed, the manufacturer's
guaranteed capacity of the drum or container in terms of the volume of mixed concrete and the
speed of rotation of the mixing drum or blades.
• Truck mixers shall be equipped with electrically or mechanically actuated revolution
counters by which the number of revolutions of the drum or blades may readily be verified.
• When shrink -mixed concrete is furnished, concrete that has been partially mixed at a
central plant shall be transferred to a truck mixer and all requirements for transit -mixed concrete
shall apply. No credit in the number of revolutions at mixing speed will be allowed for partial
mixing in a central plant.
90 -6.03 TRANSPORTING MIXED CONCRETE
• Mixed concrete may be transported to the delivery point in truck agitators or truck mixers
operating at the speed designated by the manufacturer of the equipment as agitating speed, or in
non - agitating hauling equipment, provided the consistency and workability of the mixed concrete
upon discharge at the delivery point is suitable for adequate placement and consolidation in
place, and provided the mixed concrete after hauling to the delivery point conforms to the
provisions in Section 90 -6.01, "General."
• Truck agitators shall be loaded not to exceed the manufacturer's guaranteed capacity and
shall maintain the mixed concrete in a thoroughly mixed and uniform mass during hauling.
• Bodies of nonagitating hauling equipment shall be constructed so that leakage of the
concrete mix, or any part thereof, will not occur at any time.
• Concrete hauled in open -top vehicles shall be protected during hauling against rain or
against exposure to the sun for more than 20 minutes when the ambient temperature exceeds
75° F.
• No additional mixing water shall be incorporated into the concrete during hauling or after
arrival at the delivery point, unless authorized by the Engineer. If the Engineer authorizes
additional water to be incorporated into the concrete, the drum shall be revolved not less than
30 revolutions at mixing speed after the water is added and before discharge is commenced.
• The rate of discharge of mixed concrete from truck mixer - agitators shall be controlled by
the speed of rotation of the drum in the discharge direction with the discharge gate fully open.
• If 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 occurs first, after the introduction of the cement to the aggregates. Under conditions
contributing to quick stiffening of the concrete, or if the temperature of the concrete is 85° F or
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above, the time allowed may be less than 1.5 hours. If an admixture is used to retard the set
time, the temperature of the concrete shall not exceed 85° F, the time limit shall be 2 hours, and
the revolution limitation shall be 300.
• If nonagitating 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.
• Each load of concrete delivered at the job site shall be accompanied by a weighmaster
certificate showing the mix identification number, nonrepeating load number, date and time at
which the materials were batched, the total amount of water 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 weighmaster certificate shall also show the actual scale weights
(pounds) for the ingredients batched. Theoretical or target batch weights shall not be used as a
substitute for actual scale weights.
• Weighmaster certificates shall be provided in printed form, or if approved by the
Engineer, the data may be submitted in electronic media. Electronic media shall be presented in a
tab - delimited format on a 3 1/2 -inch diskette with a capacity of at least 1.4 megabytes. Captured
data, for the ingredients represented by each batch shall be "line feed, carriage return" (LFCR)
and "one line, separate record" with allowances for sufficient fields to satisfy the amount of data
required by these specifications.
• The Contractor may furnish a weighmaster certificate accompanied by a separate
certificate that lists the actual batch weights or measurements for a load of concrete provided that
both certificates are imprinted with the same nonrepeating load number that is unique to the
contract and delivered to the jobsite with the load.
• Weighmaster certificates furnished by the Contractor shall conform to the provisions in
Section 9 -1.01, "Measurement of Quantities."
90 -6.04 TIME OR AMOUNT OF MIXING
• Mixing of concrete in paving or stationary mixers shall continue for the required mixing
time after all ingredients, except water and admixture, if added with the water, are in the mixing
compartment of the mixer before any part of the batch is released. Transfer time in multiple
drum mixers shall not be counted as part of the required mixing time.
• The required mixing time, in paving or stationary mixers, of concrete used for concrete
structures, except minor structures, shall be not less than 90 seconds or more than 5 minutes,
except that when directed by the Engineer in writing, the requirements of the following
paragraph shall apply.
• The required mixing time, in paving or stationary mixers, except as provided in the
preceding paragraph, shall be not less than 50 seconds or more than 5 minutes.
• The minimum required revolutions at the mixing speed for transit -mixed concrete shall
not be less than that recommended by the mixer manufacturer, but in no case shall the number of
revolutions be less than that required to consistently produce concrete conforming to the
provisions for uniformity in Section 90 -6.01, "General."
• When a high range water - reducing admixture is added to the concrete at the job site, the
total number of revolutions shall not exceed 300.
® 90 -6.05 HAND - MIXING
• Hand -mixed concrete shall be made in batches of not more than 1/3 cubic yard and shall
be mixed on a watertight, level platform. The proper amount of coarse aggregate shall be
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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 cementitious materials 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.
90 -6.06 AMOUNT OF WATER AND PENETRATION
• The amount of water used in concrete mixes shall be regulated so that the penetration of
the concrete as determined by California Test 533 or the slump of the concrete as determined by
ASTM Designation: C 143 is within the nominal values shown in the following table. When the
penetration or slump of the concrete is found to exceed the nominal values listed, the mixture of
subsequent batches shall be adjusted to reduce the penetration or slump to a value within the
nominal range shown. Batches of concrete with a penetration or slump exceeding the maximum
values listed shall not be used in the work. If Type F or Type G chemical admixtures are added
to the mix, the penetration requirements shall not apply and the slump shall not exceed 9 inches
after the chemical admixtures are added.
Type of Work Nominal Maximum
Penetration Slump Penetration Slump
(inches) (inches) (inches) (inches)
Concrete Pavement 0 - 1 — 1 1/2 —
Non-reinforced concrete facilities 0 - 1 1/2 — 2 —
Reinforced concrete structures
Sections over 12 inches thick 0 - 1 1/2 — 2 1/2 —
C Sections 12 inches thick or less 0 - 2 — 3 —
Concrete placed under water 6 - 8 9
Cast -in -place concrete piles 2 1/2 - 3 1/2 5 - 7 4 _ 8
• The amount of free water used in concrete shall not exceed 310 pounds per cubic yard,
plus 20 pounds for each required 100 pounds of cementitious material in excess of 550 pounds
per cubic yard.
• The term free water is defined as the total water in the mixture minus the water absorbed
by the aggregates in reaching a saturated surface -dry condition.
• If there are adverse or difficult conditions that 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. Full compensation for additional cementitious material and water added under these
conditions shall be considered as included in the contract price paid for the concrete work
involved and no additional compensation will be allowed therefor.
• The equipment for supplying water to the mixer shall be constructed and arranged so that
the amount of water added can be measured accurately. Any method of discharging water into
the mixer for a batch shall be accurate within 1.5 percent of the quantity of water required to be
added to the mix for any position of the mixer. Tanks used to measure water shall be designed
so that water cannot enter while water is being discharged into the mixer and discharge into the
mixer shall be made rapidly in one operation without dribbling. All equipment shall be arranged
® so as to permit checking the amount of water delivered by discharging into measured containers.
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90 -7 CURING CONCRETE
90 -7.01 METHODS OF CURING
• Newly placed concrete shall be cured by the methods specified in this Section 90 -7.01
and the special provisions.
90 -7.O1A WATER METHOD
• The concrete shall be kept continuously wet by the application of water for a minimum
curing period of 7 days after the concrete has been placed.
• Cotton mats, rugs, carpets, or earth or sand blankets may be used as a curing medium to
retain the moisture during the curing period.
{ • If a curing medium consisting of cotton mats, rugs, carpets, polyethylene sheeting,
polyethylene sheeting on burlap, or earth or sand blankets is to be used to retain the moisture, the
entire surface of the concrete shall be kept damp by applying water with a nozzle that so
atomizes the flow that a mist and not a spray is formed, until the surface of the concrete is
covered with the curing medium. The moisture from the nozzle shall not be applied under
pressure directly upon the concrete and shall not be allowed to accumulate on the concrete in a
quantity sufficient to cause a flow or wash the surface. At the expiration of the curing period, the
concrete surfaces shall be cleared of all curing media.
• At the option of the Contractor, a curing medium consisting of white opaque
polyethylene sheeting extruded onto burlap may be used to cure concrete structures. The
polyethylene sheeting shall have a minimum thickness of 4 -mil, and shall be extruded onto
10 -ounce burlap.
• At the option of the Contractor, a curing medium consisting of polyethylene sheeting may
be used to cure concrete columns. The polyethylene sheeting shall have a minimum thickness of
10 -mil achieved in a single layer of material.
• If the Contractor chooses to use polyethylene sheeting or polyethylene sheeting on burlap
as a curing medium, these media and any joints therein shall be secured as necessary to provide
moisture retention and shall be within 3 inches of the concrete at all points along the surface
being cured. When these media are used, the temperature of the concrete shall be monitored
during curing. If the temperature of the concrete cannot be maintained below 140° F, use of
these curing media shall be disallowed.
• When concrete bridge decks and flat slabs are to be cured without the use of a curing
medium, the entire surface of the bridge deck or slab shall be kept damp by the application of
water with an atomizing nozzle as specified above, until the concrete has set, after which the
entire surface of the concrete shall be sprinkled continuously with water for a period of not less
than 7 days.
90 -7.O1B CURING COMPOUND METHOD
• Surfaces of the concrete that are exposed to the air shall be sprayed uniformly with a
curing compound.
• Curing compounds to be used shall be as follows:
1. Pigmented curing compound conforming to the requirements in ASTM Designation:
C 309, Type 2, Class B, except the resin type shall be poly - alpha - methylstyrene.
2. Pigmented curing compound conforming to the requirements in ASTM Designation:
C 309, Type 2, Class B.
3. Pigmented curing compound conforming to the requirements in ASTM Designation:
C 309, Type 2, Class A.
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4. Nonpigmented curing compound conforming to the requirements in ASTM Designation:
C 309, Type 1, Class B.
5. Nonpigmented curing compound conforming to the requirements in ASTM Designation:
C 309, Type 1, Class A.
6. Nonpigmented curing compound with fugitive dye conforming to the requirements in
ASTM Designation: C 309, Type 1 -D, Class A.
• The infrared scan for the dried vehicle from curing compound (1) shall match the infrared
scan on file at the Transportation Laboratory.
• The loss of water for each type of curing compound, when tested in conformance with the
requirements in California Test 534, shall not be more than 0.28 - pounds per square yard in
24 hours.
• The curing compound to be used will be specified elsewhere in these specifications or in
the special provisions.
• If the use of curing compound is required or permitted elsewhere in these specifications
or in the special provisions and no specific kind is specified, any of the curing compounds listed
above may be used.
• Curing compound shall be applied at a nominal rate of one gallon per 150 square feet,
unless otherwise specified.
• At any point, the application rate shall be within ±50 square feet per gallon of the
nominal rate specified, and the average application rate shall be within ±25 square feet per gallon
of the nominal rate specified when tested in conformance with the requirements in California
Test 535. Runs, sags, thin areas, skips, or holidays in the applied curing compound shall be
evidence that the application is not satisfactory.
• Curing compounds shall be applied using power operated spray equipment. The power
operated spraying equipment shall be equipped with an operational pressure gage and a means of
controlling the pressure. Hand spraying of small and irregular areas that are not reasonably
accessible to mechanical spraying equipment, in the opinion of the Engineer, may be permitted.
• The curing compound shall be applied to the concrete following the surface finishing
operation, immediately before the moisture sheen disappears from the surface, but before any
drying shrinkage or craze cracks begin to appear. In the event of any drying or cracking of the
surface, application of water with an atomizing nozzle as specified in Section 90- 7.O1A, "Water
Method," shall be started immediately and shall be continued until application of the compound
is resumed or started; however, the compound shall not be applied over any resulting
freestanding water. Should the film of compound be damaged from any cause before the
expiration of 7 days after the concrete is placed in the case of structures and 72 hours in the case
of pavement, the damaged portion shall be repaired immediately with additional compound.
• At the time of use, compounds containing pigments shall be in a thoroughly mixed
condition with the pigment uniformly dispersed throughout the vehicle. A paddle shall be used
to loosen all settled pigment from the bottom of the container, and a power driven agitator shall
be used to disperse the pigment uniformly throughout the vehicle.
• Agitation shall not introduce air or other foreign substance into the curing compound.
• The manufacturer shall include in the curing compound the necessary additives for
control of sagging, pigment settling, leveling, de- emulsification, or other requisite qualities of a
satisfactory working material. Pigmented curing compounds shall be manufactured so that the
pigment does not settle badly, does not cake or thicken in the container, and does not become
granular or curdled. Settlement of pigment shall be a thoroughly wetted, soft, mushy mass
permitting the complete and easy vertical penetration of a paddle. Settled pigment shall be easily
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redispersed, with minimum resistance to the sideways manual motion of the paddle across the
bottom of the container, to form a smooth uniform product of the proper consistency.
• Curing compounds shall remain sprayable at temperatures above 40° F and shall not be
diluted or altered after manufacture.
• The curing compound shall be packaged in clean 274 - gallon totes, 55- gallon barrels or
5- gallon pails shall be supplied from a suitable storage tank located at the jobsite. The containers
shall comply with "Title 49, Code of Federal Regulations, Hazardous Materials Regulations."
The 274 - gallon totes and the 55- gallon barrels shall have removable lids and airtight fasteners.
The 5- gallon pails shall be round and have standard full open head and bail. Lids with bungholes
will not be permitted. Settling or separation of solids in containers, except tanks, must be
completely redispersed with low speed mixing prior to use, in conformance with these
specifications and the manufacturer's recommendations. Mixing shall be accomplished either
manually by use of a paddle or by use of a mixing blade driven by a drill motor, at low speed.
Mixing blades shall be the type used for mixing paint. On -site storage tanks shall be kept clean
and free of contaminants. Each tank shall have a permanent system designed to completely
redisperse settled material without introducing air or other foreign substances.
• Steel containers and lids shall be lined with a coating that will prevent destructive action
by the compound or chemical agents in the air space above the compound. The coating shall not
come off the container or lid as skins. Containers shall be filled in a manner that will prevent
skinning. Plastic containers shall not react with the compound.
• Each container shall be labeled with the manufacturer's name, kind of curing compound,
batch number, volume, date of manufacture, and volatile organic compound (VOC) content. The
label shall also warn that the curing compound containing pigment shall be well stirred before
use. Precautions concerning the handling and the application of curing compound shall be
shown on the label of the curing compound containers in conformance with the Construction
Safety Orders and General Industry Safety Orders of the State.
• Containers of curing compound shall be labeled to indicate that the contents fully comply
with the rules and regulations concerning air pollution control in the State.
• When the curing compound is shipped in tanks or tank trucks, a shipping invoice shall
accompany each load. The invoice shall contain the same information as that required herein for
container labels.
• Curing compound will be sampled by the Engineer at the source of supply, at the job site,
or at both locations.
• Curing compound shall be formulated so as to maintain the specified properties for a
minimum of one year. The Engineer may require additional testing before use to determine
compliance with these specifications if the compound has not been used within one year or
whenever the Engineer has reason to believe the compound is no longer satisfactory.
• Tests will be conducted in conformance with the latest ASTM test methods and methods
in use by the Transportation Laboratory.
90 -7.O1C WATERPROOF MEMBRANE METHOD
• The exposed finished surfaces of concrete shall be sprayed with water, using a nozzle that
so atomizes the flow that a mist and not a spray is formed, until the concrete has set, after which
the curing membrane, shall be placed. The curing membrane shall remain in place for a period
of not less than 72 hours.
• Sheeting material for curing concrete shall conform to the requirements in AASHTO
Designation: M 171 for white reflective materials.
• The sheeting material shall be fabricated into sheets of such width as to provide a
complete cover for the entire concrete surface. Joints in the sheets shall be securely cemented
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together in such a manner as to provide a waterproof joint. The joint seams shall have a
minimum lap of 0.33 -foot.
• The sheets shall be securely weighted down by placing a bank of earth on the edges of
the sheets or by other means satisfactory to the Engineer.
• Should any portion of the sheets be broken or damaged before the expiration of 72 hours
after being placed, the broken or damaged portions shall be immediately repaired with new
sheets properly cemented into place.
• Sections of membrane that have lost their waterproof qualities or have been damaged to
such an extent as to render them unfit for curing the concrete shall not be used.
90 -7.O1D FORMS -IN -PLACE METHOD
• Formed surfaces of concrete may be cured by retaining the forms in place. The forms
shall remain in place for a minimum period of 7 days after the concrete has been placed, except
that for members over 20 inches in least dimension the forms shall remain in place for a
minimum period of 5 days.
• Joints in the forms and the joints between the end of forms and concrete shall be kept
moisture tight during the curing period. Cracks in the forms and cracks between the forms and
the concrete shall be resealed by methods subject to the approval of the Engineer.
90 -7.02 CURING PAVEMENT
• The entire exposed area of the pavement, including edges, shall be cured by the
waterproof membrane method, or curing compound method using curing compound (1) or (2) as
the Contractor may elect. Should the side forms be removed before the expiration of 72 hours
following the start of curing, the exposed pavement edges shall also be cured. If the pavement is
r✓ cured by means of the curing compound method, the sawcut and all portions of the curing
compound that have been disturbed by sawing operations shall be restored by spraying with
additional curing compound.
• Curing shall commence as soon as the finishing process provided in Section 40 -1.10,
"Final Finishing," has been completed. The method selected shall conform to the provisions in
Section 90 -7.01, "Methods of Curing."
• When the curing compound method is used, the compound shall be applied to the entire
pavement surface by mechanical sprayers. Spraying equipment shall be of the fully atomizing
type equipped with a tank agitator that provides for continual agitation of the curing compound
during the time of application. The spray shall be adequately protected against wind, and the
nozzles shall be so oriented or moved mechanically transversely as to result in the minimum
specified rate of coverage being applied uniformly on exposed faces. Hand spraying of small
and irregular areas, and areas inaccessible to mechanical spraying equipment, in the opinion of
the Engineer, will be permitted. When the ambient air temperature is above 60° F, the
Contractor shall fog the surface of the concrete with a fine spray of water as specified in
Section 90- 7.O1A, "Water Method." The surface of the pavement shall be kept moist between
the hours of 10:00 a.m. and 4:30 p.m. on the day the concrete is placed. However, the fogging
done after the curing compound has been applied shall not begin until the compound has set
sufficiently to prevent displacement. Fogging shall be discontinued if ordered in writing by the
Engineer.
90 -7.03 CURING STRUCTURES
• Newly placed concrete for cast -in -place structures, other than highway bridge decks,
shall be cured by the water method, the forms -in -place method, or, as permitted herein, by the
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curing compound method, in conformance with the provisions in Section 90 -7.01, "Methods of
Curing."
• The curing compound method using a pigmented curing compound may be used on
concrete surfaces of construction joints, surfaces that are to be buried underground, and surfaces
where only ordinary surface finish is to be applied and on which a uniform color is not required
and that will not be visible from a public traveled way. If the Contractor elects to use the curing
compound method on the bottom slab of box girder spans, the curing compound shall be curing
compound (1).
• The top surface of highway bridge decks shall be cured by both the curing compound
method and the water method. The curing compound shall be curing compound (1).
• Concrete surfaces of minor structures, as defined in Section 51 -1.02, "Minor Structures,"
shall be cured by the water method, the forms -in -place method or the curing compound method.
• When deemed necessary by the Engineer during periods of hot weather, water shall be
applied to concrete surfaces being cured by the curing compound method or by the
forms -in -place method, until the Engineer determines that a cooling effect is no longer required.
Application of water for this purpose will be paid for as extra work as provided in
Section 4- 1.03D, "Extra Work."
90 -7.04 CURING PRECAST CONCRETE MEMBERS
• Precast concrete members shall be cured in conformance with any of the methods
specified in Section 90 -7.01, "Methods of Curing." Curing shall be provided for the minimum
time specified for each method or until the concrete reaches its design strength, whichever is
less. Steam curing may also be used for precast members and shall conform to the following
provisions:
A. After placement of the concrete, members shall be held for a minimum 4 -hour
presteaming period. If the ambient air temperature is below 50° F, steam shall be applied
during the presteaming period to hold the air surrounding the member at a temperature
between 50° F and 90° F.
B. To prevent moisture loss on exposed surfaces during the presteaming period, members
shall be covered as soon as possible after casting or the exposed surfaces shall be kept
wet by fog spray or wet blankets.
C. Enclosures for steam curing shall allow free circulation of steam about the member and
shall be constructed to contain the live steam with a minimum moisture loss. The use of
tarpaulins or similar flexible covers will be permitted, provided they are kept in good
repair and secured in such a manner as to prevent the loss of steam and moisture.
D. Steam at the jets shall be at low pressure and in a saturated condition. Steam jets shall
not impinge directly on the concrete, test cylinders, or forms. During application of the
steam, the temperature rise within the enclosure shall not exceed 40° F per hour. The
curing temperature throughout the enclosure shall not exceed 150° F and shall be
maintained at a constant level for a sufficient time necessary to develop the required
transfer strength. Control cylinders shall be covered to prevent moisture loss and shall be
placed in a location where temperature is representative of the average temperature of the
enclosure.
E. Temperature recording devices that will provide an accurate, continuous, permanent
record of the curing temperature shall be provided. A minimum of one temperature
recording device per 200 feet of continuous bed length will be required for checking
temperature.
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F. Members in pretension beds shall be detensioned immediately after the termination of
steam curing while the concrete and forms are still warm, or the temperature under the
enclosure shall be maintained above 60° F until the stress is transferred to the concrete.
G. Curing of precast concrete will be considered completed after termination of the steam
curing cycle.
90 -7.05 CURING PRECAST PRESTRESSED CONCRETE PILES
• Newly placed concrete for precast prestressed concrete piles shall be cured in
conformance with the provisions in Section 90 -7.04, "Curing Precast Concrete Members," except
that piles in a corrosive environment shall be cured as follows:
A. Piles shall be either steam cured or water cured. If water curing is used, the piles shall be
kept continuously wet by the application of water in conformance with the provisions in
Section 90- 7.O1A, "Water Method."
B. If steam curing is used, the steam curing provisions in Section 90 -7.04, "Curing Precast
Concrete Members," shall apply except that the piles shall be kept continuously wet for
their entire length for a period of not less than 3 days, including the holding and steam
curing periods.
90 -7.06 CURING SLOPE PROTECTION
• Concrete slope protection shall be cured in conformance with any of the methods
specified in Section 90 -7.01, "Methods of Curing."
• Concreted -rock slope protection shall be cured in conformance with any of the methods
specified in Section 90 -7.01, "Methods of Curing," with a blanket of earth kept wet for 72 hours,
or by sprinkling with a fine spray of water every 2 hours during the daytime for a period of
3 days.
90 -7.07 CURING MISCELLANEOUS CONCRETE WORK
• Exposed surfaces of curbs shall be cured by pigmented curing compounds as specified in
Section 90- 7.O1B, "Curing Compound Method."
• Concrete sidewalks, gutter depressions, island paving, curb ramps, driveways, and other
miscellaneous concrete areas shall be cured in conformance with any of the methods specified in
Section 90 -7.01, "Methods of Curing."
• Shotcrete shall be cured for at least 72 hours by spraying with water, by a moist earth
blanket, or by any of the methods provided in Section 90 -7.01, "Methods of Curing."
• Mortar and grout shall be cured by keeping the surface damp for 3 days.
• After placing, the exposed surfaces of sign structure foundations, including pedestal
portions, if constructed, shall be cured for at least 72 hours by spraying with water, by a moist
earth blanket, or by any of the methods provided in Section 90 -7.01, "Methods of Curing."
90 -8 PROTECTING CONCRETE
90 -8.01 GENERAL
• In addition to the provisions in Section 7 -1.16, "Contractor's Responsibility for the Work
and Materials," the Contractor shall protect concrete as provided in this Section 90 -8. If required
by the Engineer, the Contractor shall submit a written outline of the proposed methods for
® protecting the concrete.
• The Contractor shall protect concrete from damage from any cause, which shall include,
but not be limited to: rain, heat, cold, wind, Contractor's actions, and actions of others.
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• Concrete shall not be placed on frozen or ice - coated ground or subgrade nor on
ice - coated forms, reinforcing steel, structural steel, conduits, precast members, or construction
joints.
• Under rainy conditions, placing of concrete shall be stopped before the quantity of
surface water is sufficient to damage surface mortar or cause a flow or wash of the concrete
surface, unless the Contractor provides adequate protection against damage.
• Concrete that has been frozen or damaged by other causes, as determined by the
Engineer, shall be removed and replaced by the Contractor at the Contractor's expense.
90 -8.02 PROTECTING CONCRETE STRUCTURES
• Structure concrete and shotcrete used as structure concrete shall be maintained at a
temperature of not less than 45° F for 72 hours after placing and at not less than 40° F for an
additional 4 days.
90 -8.03 PROTECTING CONCRETE PAVEMENT
• Pavement concrete shall be maintained at a temperature of not less than 40° F for
72 hours.
• Except as provided in Section 7 -1.08, "Public Convenience," the Contractor shall protect
concrete pavement against construction and other activities that abrade, scar, discolor, reduce
texture depth, lower coefficient of friction, or otherwise damage the surface. Stockpiling,
drifting, or excessive spillage of soil, gravel, petroleum products, and concrete or asphalt mixes
on the surface of concrete pavement is prohibited unless otherwise specified in these
specifications, the special provisions or permitted by the Engineer.
• If ordered by the Engineer or shown on the plans or specified in the special provisions,
pavement crossings shall be constructed for the convenience of public traffic. The material and
work necessary for the construction of the crossings, and their subsequent removal and disposal,
will be paid for at the contract unit prices for the items of work involved and if there are no
contract items for the work involved, payment for pavement crossings will be made by extra
work as provided in Section 4- 1.03D, "Extra Work. ". Where public traffic will be required to
cross over the new pavement, Type III portland cement may be used in concrete, if permitted in
writing by the Engineer. The pavement may be opened to traffic as soon as the concrete has
developed a modulus of rupture of 550 pounds per square inch. The modulus of rupture will be
determined by California Test 523.
• No traffic or Contractor's equipment, except as hereinafter provided, will be permitted on
the pavement before a period of 10 days has elapsed after the concrete has been placed, nor
before the concrete has developed a modulus of rupture of at least 550 pounds per square inch.
Concrete that fails to attain a modulus of rupture of 550 pounds per square inch within 10 days
shall not be opened to traffic until directed by the Engineer.
• Equipment for sawing weakened plane joints will be permitted on the pavement as
specified in Section 40- 1.08B, "Weakened Plane Joints."
• When requested in writing by the Contractor, the tracks on one side of paving equipment
will be permitted on the pavement after a modulus of rupture of 350 pounds per square inch has
been attained, provided that:
A. Unit pressure exerted on the pavement by the paver shall not exceed 20 pounds per
® square inch;
B. Tracks with cleats, grousers, or similar protuberances shall be modified or shall travel on
planks or equivalent protective material, so that the pavement is not damaged; and
C. No part of the track shall be closer than one foot from the edge of pavement.
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® • In case of visible cracking of, or other damage to the pavement, operation of the paving
equipment on the pavement shall be immediately discontinued.
• Damage to the pavement resulting from early use of pavement by the Contractor's
equipment as provided above shall be repaired by the Contractor.
• The State will furnish the molds and machines for testing the concrete for modulus of
rupture, and the Contractor, at the Contractor's expense, shall furnish the material and whatever
labor the Engineer may require.
90 -9 COMPRESSIVE STRENGTH
90 -9.01 GENERAL
• Concrete compressive strength requirements consist of a minimum strength that shall 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 in these
specifications or the special provisions or are shown on the plans.
• The compressive strength of concrete will be determined from test cylinders that have
been fabricated from concrete sampled in conformance with the requirements of California
Test 539. Test cylinders will be molded and initially field cured in conformance with California
Test 540. Test cylinders will be cured and tested after receipt at the testing laboratory in
conformance with the requirements of 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 cured concrete will
be cured in conformance 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 from 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 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 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 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. Concrete represented by a
single test that indicates a compressive strength of less than 85 percent of the specified 28 -day
® compressive strength will be rejected in conformance 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 is 85 percent or more of the specified
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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 from the work, the cores shall be obtained and tested in
conformance with the requirements in ASTM Designation: C 42.
• No single compressive strength test shall represent more than 320 cubic yards.
• If a precast concrete member is steam cured, the compressive strength of the concrete
will be determined from test cylinders that have been handled and stored in conformance 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. If 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.
• 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, shall 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, shall indicate that the average
compressive strength of 5 consecutive concrete cylinders, taken from a single batch, at not more
than 28 days (or the maximum age allowed) after molding shall be at least 580 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 that 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.
• Tests shall be performed in conformance with either the appropriate California Test
methods or the comparable ASTM test methods. 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 ingredients used.
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D. Penetration or slump (if the concrete will be placed under water or placed in cast -in -place
concrete piles) 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.
• Certified test data and trial batch test reports shall be signed by an official of the firm that
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 will be required
prior to making changes that, in the judgment of the Engineer, could result in a strength of
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 sufficiently 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.
90 -10 MINOR CONCRETE
90 -10.01 GENERAL
• Concrete for minor structures, slope paving, curbs, sidewalks and other concrete work,
when designated as minor concrete on the plans, in the specifications, or in the contract item,
shall conform to the provisions specified herein.
• The Engineer, at the Engineer's discretion, will inspect and test the facilities, materials
and methods for producing the concrete to ensure that minor concrete of the quality suitable for
use in the work is obtained.
90 -10.02 MATERIALS
• Minor concrete shall conform to the following requirements:
90- 10.02A CEMENTITIOUS MATERIAL
• Cem8ntitious material shall conform to the provisions in Section 90 -1.01, "Description."
90- 10.02B AGGREGATE
• Aggregate shall be clean and free from deleterious coatings, clay balls, roots, and other
extraneous materials.
• Use of crushed concrete or reclaimed aggregate is acceptable only if the aggregate
satisfies all aggregate requirements.
• The Contractor shall submit to the Engineer for approval, a grading of the combined
aggregate proposed for use in the minor concrete. After acceptance of the grading, aggregate
furnished for minor concrete shall conform to that grading, unless a change is authorized in
writing by the Engineer.
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• The Engineer may require the Contractor to furnish periodic test reports of the aggregate
grading furnished. The maximum size of aggregate used shall be at the option of the Contractor,
but in no case shall the maximum size be larger than 1 1/2 -inch or smaller than 3/4 -inch.
• The Engineer may waive, in writing, the gradation requirements in this
Section 90- 10.02B, if, in the Engineer's opinion, the furnishing of the gradation is not necessary
for the type or amount of concrete work to be constructed.
90- 10.02C WATER
• Water used for washing, mixing, and curing shall be free from oil, salts, and other
impurities that would discolor or etch the surface or have an adverse affect on the quality of the
concrete.
90- 10.02D ADMIXTURES
• The use of admixtures shall conform to the provisions in Section 90 -4, "Admixtures."
90 -10.03 PRODUCTION
• Cementitious material, water, aggregate, and admixtures shall be stored, proportioned,
mixed, transported, and discharged in conformance with recognized standards of good practice
that will result in concrete that is thoroughly and uniformly mixed, that is suitable for the use
intended, and that 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 the Department.
• 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 from the transporting vehicle shall be made while the
concrete is still plastic and before 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 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.
• The required mixing time in stationary mixers shall be not less than 50 seconds or 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.
• When a high range water - reducing admixture is added to the concrete at the job site, the
total number of revolutions shall not exceed 300.
• Each load of ready -mixed concrete shall be accompanied by a weighmaster certificate
that shall be delivered to the Engineer at the discharge location of the concrete, unless otherwise
directed by the Engineer. The weighmaster certificate 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.
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• A Certificate of Compliance conforming to the provisions in Section 6 -1.07, "Certificates
of Compliance," shall be furnished to the Engineer, prior to placing minor concrete from a source
not previously used on the contract, stating that minor concrete to be furnished meets contract
requirements, including minimum cementitious material content specified.
90 -10.04 CURING MINOR CONCRETE
• Curing minor concrete shall conform to the provisions in Section 90 -7, "Curing
Concrete."
90 -10.05 PROTECTING MINOR CONCRETE
• Protecting minor concrete shall conform to the provisions in Section 90 -8, "Protecting
Concrete," except the concrete shall be maintained at a temperature of not less than 40° F for
72 hours after placing.
90 -10.06 MEASUREMENT AND PAYMENT
• Minor concrete will be measured and paid for in conformance with the provisions
specified in the various sections of these specifications covering concrete construction when
minor concrete is specified in the specifications, shown on the plans, or indicated by contract
item in the Engineer's Estimate.
90 -11 MEASUREMENT AND PAYMENT
90 -11.01 MEASUREMENT
• Portland cement concrete will be measured in conformance with the provisions specified
i in the various sections of these specifications covering construction requiring concrete.
• For concrete measured at the mixer, the volume in cubic feet shall be computed as the
total weight of the batch in pounds divided by the density of the concrete in pounds per cubic
foot. The total weight of the batch shall be calculated as the sum of all materials, including
water, entering the batch. The density of the concrete will be determined in conformance with
the requirements in California Test 518.
90 -11.02 PAYMENT
• Portland cement concrete will be paid for in conformance with the provisions specified in
the various sections of these specifications covering construction requiring concrete.
• Full compensation for furnishing and incorporating admixtures required by these
specifications or the special provisions will be considered as included in the contract prices paid
for the concrete involved and no additional compensation will be allowed therefor.
• 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, "Extra Work."
• Should the Contractor use admixtures in conformance with the provisions in
Section 90 -4.05, "Optional Use of Chemical Admixtures," or Section 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 into the concrete at the Contractor's expense and no additional compensation
will be allowed therefor.
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SECTION 91: PAINT
Issue Date: May 1, 2006
Section 91 -3, "Paints for Timber," of the Standard Specifications is amended to read:
91 -3 PAINTS FOR TIMBER
91 -3.01 WOOD PRIMER, LATEX -BASE
Classification:
• This specification covers a ready -mixed priming paint for use on unpainted wood or
exterior woodwork. It shall conform with the requirements in the Detailed Performance
Standards of the Master Painters Institute (MPI) for exterior wood primers, and be listed on the
Exterior Latex Wood Primer MPI List Number 6.
91 -3.02 PAINT; LATEX -BASE FOR EXTERIOR WOOD, WHITE AND TINTS
Classification:
• This specification covers a ready -mixed paint for use on wood surfaces subject to outside
exposures. This paint shall conform to the requirements in the Detailed Performance Standards
of the Master Painters Institute (MPI) for Paint, Latex, Exterior, and shall be listed on the
following MPI Approved Products List:
A. Exterior Latex, Flat MPI Gloss Level 1, MPI List Number 10.
B. Exterior Latex, Semi - Gloss, MPI Gloss Level 5, MPI List Number 11.
C. Exterior Latex, Gloss, MPI Gloss Level 6, MPI List Number 119.
• Unpainted wood shall first be primed with wood primer conforming to the provisions in
Section 91 -3.01, "Wood Primer, Latex - Base."
Section 91 -4, "Miscellaneous Paints," of the Standard Specifications is amended to read:
91 -4 MISCELLANEOUS PAINTS
91 -4.01 THROUGH 91 -4.04 (BLANK)
91 -4.05 PAINT; ACRYLIC EMULSION, EXTERIOR WHITE AND LIGHT AND
MEDIUM TINTS
Classification:
• This specification covers an acrylic emulsion paint designed for use on exterior masonry.
This paint shall conform to the requirements in the Detailed Performance Standards of the
Master Painters Institute (MPI) for Paint, Latex, Exterior, and shall be listed on the following
MPI Approved Products Lists:
A. Exterior Latex, Flat MPI Gloss Level 1, MPI List Number 10.
B. Exterior Latex, Semi - Gloss, MPI Gloss Level 5, MPI List Number 11.
C. Exterior Latex, Gloss, MPI Gloss Level 6, MPI List Number 119.
® • This paint may be tinted by using "universal" or "all purpose" concentrates.
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SECTION 92: ASPHALTS
Issue Date: February 2, 2007
Section 92, "Asphalts," of the Standard Specifications is amended to read:
92 -1.01 DESCRIPTION
• Asphalt is refined petroleum or a mixture of refined liquid asphalt and refined solid
asphalt that are prepared from crude petroleum. Asphalt is:
1. Free from residues caused by the artificial distillation of coal, coal tar, or paraffin
2. Free from water
3. Homogeneous
92 -1.02 MATERIALS
GENERAL
• Furnish asphalt under the Department's "Certification Program for Suppliers of Asphalt."
The Department maintains the program requirements, procedures, and a list of approved
suppliers at:
http://www.dot.ca.gov/hq/esc/Translab/fpmcoc.htm
• Transport, store, use, and dispose of asphalt safely.
fir` • Prevent the formation of carbonized particles caused by overheating asphalt during
manufacturing or construction.
GRADES
• Performance graded (PG) asphalt binder is:
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Performance Graded Asphalt Binder
Specification
C Grade
Property AASHTO
Test PG PG PG PG PG
Method 58 -22 a 64 -10 64 -16 64 -28 70 -10
Original Binder
Flash Point, Minimum °C T 48 230 230 230 230 230
Solubility, Minimum % b T 44 99 99 99 99 99
Viscosity at 135 °C, c T 316
Maximum, Pa•s 3.0 3.0 3.0 3.0 3.0
Dynamic Shear, T 315
Test Temp. at 10 rad/s, °C 58 64 64 64 70
Minimum G * /sin(delta), kPa 1.00 1.00 1.00 1.00 1.00
RTFO Test, e T 240
Mass Loss, Maximum, % 1.00 1.00 1.00 1.00 1.00
RTFO Test Aged Binder
Dynamic Shear, T 315
Test Temp. at 10 rad/s, °C 58 64 64 64 70
Minimum G * /sin(delta), kPa 2.20 2.20 2.20 2.20 2.20
Ductility at 25 °C T 51
Minimum, cm 75 75 75 75 75
PAV f Aging, R 28
Temperature, °C 100 100 100 100 110
RTFO Test and PAV Aged Binder
Dynamic Shear, T 315
Test Temp. at 10 rad/s, °C 22 d 31 d 28 d 22 d 34 d
C Maximum G *sin(delta), kPa 5000 5000 5000 5000 5000
C reep Stiffness, T 313
Test Temperature, °C -12 0 -6 -18 0
Maximum S- value, Mpa 300 300 300 300 300
Minimum M -value 0.300 0.300 0.300 0.300 0.300
Notes:
a. Use as asphalt rubber base stock for high mountain and high desert area.
b. The Engineer waives this specification if the supplier is a Quality Supplier as defined by the Department's
"Certification Program for Suppliers of Asphalt."
c. The Engineer waives this specification if the supplier certifies the asphalt binder can be adequately pumped and
mixed at temperatures meeting applicable safety standards.
d. Test the sample at 3 °C higher if it fails at the specified test temperature. G *sin(delta) remains 5000 kPa
maximum.
e. "RTFO Test" means the asphaltic residue obtained using the Rolling Thin Film Oven Test, AASHTO Test
Method T 240 or ASTM Designation: D 2872. The residue from mass change determination may be used for
other tests.
f. "PAV" means Pressurized Aging Vessel.
• Performance graded polymer modified asphalt binder (PG Polymer Modified) is:
0
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Performance Graded Polymer Modified Asphalt Binder a
Specification
® Grade
Property AASHTO Test Method
PG PG PG
58 -34 PM 64 -28 PM 76 -22 PM
Original Binder
Flash Point, Minimum °C T 48 230 230 230
Solubility, Minimum % b T 44 98.5 98.5 98.5
Viscosity at 135 °C, d T 316
Maximum, Pas 3.0 3.0 3.0
Dynamic Shear, T 315
Test Temp. at 10 rad/s, °C 58 64 76
Minimum G * /sin(delta), kPa 1.00 1.00 1.00
RTFO Test , T 240
Mass Loss, Maximum, % 1.00 1.00 1.00
RTFO Test Aged Binder
Dynamic Shear, T 315
Test Temp. at 10 rad/s, °C 58 64 76
Minimum G * /sin(delta), kPa 2.20 2.20 2.20
Dynamic Shear, T 315
Test Temp. at 10 rad/s, °C Note e Note e Note e
Maximum (delta), % 80 80 80
Elastic Recovery', T 301
Test Temp., °C 25 25 25
Minimum recovery, % 75 75 65
PAVg Aging, R 28
Temperature, °C 100 100 110
RTFO Test and PAV Aged Binder
Dynamic Shear, T 315
Test Temp. at 10 rad/s, °C 16 22 31
Maximum G *sin(delta), kPa 5000 5000 5000
Creep Stiffness, T 313
Test Temperature, °C -24 -18 -12
Maximum S- value, MPa 300 300 300
Minimum M -value 0.300 0.300 0.300
Notes:
a. Do not modify PG Polymer Modified using acid modification.
b. The Engineer waives this specification if the supplier is a Quality Supplier as defined by the
Department's "Certification Program for Suppliers of Asphalt."
c. The Department allows ASTM D 5546 instead of AASHTO T 44
d. The Engineer waives this specification if the supplier certifies the asphalt binder can be adequately
pumped and mixed at temperatures meeting applicable safety standards.
e. Test temperature is the temperature at which G * /sin(delta) is 2.2 kPa. A graph of log G * /sin(delta)
plotted against temperature may be used to determine the test temperature when G * /sin(delta) is
2.2 kPa. A graph of (delta) versus temperature may be used to determine delta at the temperature
when G * /sin(delta) is 2.2 kPa. The Engineer also accepts direct measurement of (delta) at the
temperature when G * /sin(delta) is 2.2 kPa.
f. Tests without a force ductility clamp may be performed.
g. "PAV" means Pressurized Aging Vessel.
SAMPLING
• Provide a sampling device in the asphalt feed line connecting the plant storage tanks to
® the asphalt weighing system or spray bar. Make the sampling device accessible between 24 and
30 inches above the platform. Provide a receptacle for flushing the sampling device.
• Include with the sampling device a valve:
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1. Between 1/2 and 3/4 inch in diameter
2. Manufactured in a manner that a one -quart sample may be taken slowly at any time
during plant operations
3. Maintained in good condition
• Replace failed valves.
• In the Engineer's presence, take 2 one -quart samples per operating day. Provide round,
friction top, one -quart containers for storing samples.
92 -1.03 EXECUTION
• If asphalt is applied, you must comply with the heating and application specifications for
liquid asphalt in Section 93, "Liquid Asphalts."
92 -1.04 MEASUREMENT
• If the contract work item for asphalt is paid by weight, the Department measures asphalt
tons by complying with the specifications for weight determination of liquid asphalt in
Section 93, "Liquid Asphalts."
• The Engineer determines the asphalt weight from volumetric measurements if you:
1. Use a partial asphalt load
2. Use asphalt at a location other than a mixing plant and no scales within 20 miles are
available and suitable
3. Deliver asphalt in either of the following:
3.1. A calibrated truck with each tank accompanied by its measuring stick and
calibration card
3.2. A truck equipped with a calibrated thermometer that determines the asphalt
temperature at the delivery time and with a vehicle tank meter complying with the
specifications for weighing, measuring, and metering devices in Section 9 -1.01,
"Measurement of Quantities"
• If you furnish asphalt concrete from a mixing plant producing material for only one
project, the Engineer determines the asphalt quantity by measuring the volume in the tank at the
project's start and end provided the tank is calibrated and equipped with its measuring stick and
calibration card.
• The Engineer determines pay quantities from volumetric measurements as follows:
1. Before converting the volume to weight, the Engineer reduces the measured volume to
that which the asphalt would occupy at 60 °F.
2. The Engineer uses 235 gallons per ton and 8.51 pounds per gallon for the average weight
and volume for PG and PG Polymer Modified asphalt grades at 60 °F.
3. The Engineer uses the Conversion Table in Section 93, "Liquid Asphalts."
SECTION 93: LIQUID ASPHALTS
® Issue Date: November 3, 2006
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The ninth paragraph of Section 93 -1.04, "Measurement," of the Standard Specifications is
amended to read:
• The following Legend and Conversion Table is to be used for converting volumes of
liquid asphalt products, Grades 70 to 3000, inclusive, and paving asphalt Grades PG 58 -22,
PG 64 -10, PG 64 -16, PG 64 -28, and PG 70 -10, and Grades PG 58 -34 PM, PG 64 -28 PM, and
PG 76 -22 PM.
END OF AMENDMENTS
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USE WITH 2006 STANDARDS.
Use in projects with a PS &E submittal date between December 1, 2006 and
November 30, 2008 that meet the criteria below. The use of this SSP is under
a 2 year FHWA pilot program to be monitored by the Division of
Construction.
Use in projects $5 million or more and with 200 or more working days. For
projects with A +B bidding, use SSP S4 -036.
Do not use this SSP in highway planting, maintenance, or building projects.
Obtain concurrence from District/Region Construction Deputy
Director /Chief if:
1. Omitting the SSP in projects meeting use criteria.
2. Using the SSP in projects not meeting use criteria.
3. Changing the 55 -day period.
4. Adding or deleting submittals to Paras 2 and 3, except as per the
instructions.
�► Edit the remaining Paras to be consistent with the submittal requirements.
SECTION 4. BEGINNING OF WORK, TIME OF COMPLETION, AND LIQUIDATED
DAMAGES
The first working day is the fifty -fifth day after contract approval.
2*
070727 WN **
The Contractor shall not begin work at the job site, except for measuring controlling field
dimensions and locating utilities, until the following submittals are received and approved by the
Engineer:
1. Baseline Progress Schedule (Critical Path Method)
Use if SSP 07 -340 is in the project.
2. Water Pollution Control Program (WPCP)
Use if SSP 07 -345 is in the project.
2. Storm Water Pollution Prevention Plan (SWPPP)
Use if SSP S5 -170 is in the project.
!' - 1 - . - . ....
Use if SSP S5 -171 is in the project.
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070727 WN **
In addition to the above submittals, the Contractor shall not begin work at the job site, except
for measuring controlling field dimensions and locating utilities, until the following submittals
are received by the Engineer:
1. Notice of Materials To Be Used.
Use if SSP 12 -220 is in the project.
2. Contingency plan for reopening closures to public traffic.
Use if the first order of work requires Contractor - furnished signs.
3. Written statement from the vendor that the order for the sign panels has been received
_. - _ ... - . -ment shall show thc dates that thc materials will be
shipped.
Use if the first order of work requires electrical material.
and accepted by the vendor. The statement shall . - . • - • - - .
shiPPed.
Use if the first order of work requires structural steel or other material with
long lead time. Edit for the type of material needed. If needed, add
" working drawings" for the material as a submittal to Para 2 and edit
70 days.
4
The Contractor may begin work at the job site before the fifty -fifth day after contract
approval if:
1. The Contractor submits and obtains required approvals for the submittals before the
fifty -fifth day
2. Authorized by the Engineer in writing
5
The Department will grant time extensions for delays only that are beyond the Contractor's
control and that prevent the Contractor from starting work at the job site on the first working day.
Paras 6 and 7. Use if there is no plant establishment period. Delete Paras 8
through 12.
6 *. Enter estimated working days to complete the work.
070727 WN **
The work shall be diligently prosecuted to completion before the expiration of the number of
130 working days set forth below, beginning on the notice to proceed date
of issue.
A calendar day is defined as every day of the week, including Saturdays, Sundays and legal
Sri holidays and inclement weather days or conditions resulting there from shall be considered to be
calendar days.
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It is agreed by the parties to the contract that in case certain key limits of work called for
under the contract in all parts and requirements is not finished or completed within the number of
working days as set forth herein in these special provisions, damage will be sustained by the
City, and that it is and will be impracticable and extremely difficult to ascertain and determine
the actual damage which City will sustain in the event of and by reason of such delay; and it is
therefore agreed that the Contractor will pay to the City, the sum set forth in these special
provisions per day for each and every calendar day's delay in finishing the work in excess of the
number of working days prescribed; and the Contractor agrees to pay said liquidated damages
herein provided for, and further agrees that City may deduct the amount thereof from any
moneys due or that may become due the Contractor under the contract.
7 *. Enter Liquidated Damages.
070727 WN **
The Contractor shall pay to the City State of California the sum of $ 4,000.00 per day for
each and every calendar day's delay in finishing the work in excess of
ONE HUNDRED AND TWENTY WORKING DAYS (120). All work
under this contract shall be complete before the expiration of the specified working days after the
notice to proceed date. All work under this contract shall be complete before the expiration of
the specified working days after the notice to proceed date.
Paras 8 through 12. Use if there is a plant.
Paras 8 through 12. Use if there is a plant establishment period. Delete
Paras 6 and 7.
8 *. Enter estimated working days to complete all the work except for plant
establishment working days.
070727 WN **
before the expiration of WORKING DAYS.
9 *. Enter Liquidated Damages calculated as shown in the RTL Guide.
Liquidated Damages specified in Para 9 and Para 12 shall be the same.
070727 WN **
day's delay in finishing the work (except plant establishment work) in excess of the number of
10 *. Add the expected number of uncompleted plant establishment working
days after highway construction is completed to the number in Para 9.
070727 WN **
before the expiration of WORKING DAYS.
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070727 WN **
. et
12. Liquidated damages specified in Para 9 and Para 12 shall be the same.
070727 WN **
fir► In no case will liquidated damages of more than $ per day be assessed. Full
compensation for any additional cost occasioned by compliance in this section shall be
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considered as included in the prices paid for the various contract items of work and no additional
compensation will be allowed therefore.
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DOUBLE SHIFT CLAUSE.
Add to Section 4 when time limit specified is considered as insufficient to
complete work on a single shift basis.
Include SSP S4 -020 in the "Notice to Contractors" AND include either
SSP 08 -010, Progress Schedule, or SSP 08 -012, Progress Schedule (Critical
Path Method), or SSP 08 -015, Progress Schedule (Critical Path Method) or
other clauses requiring a progress schedule in the "Special Provisions" when
this SSP is used.
1*. Edit for appropriate reference to progress schedule requirements. If the
contract time is so short that a progress schedule is not feasible, delete
reference to progress schedule.
070727 WN **
The time limit specified for the completion of the work contemplated herein is considered
insufficient to permit completion of the work by the Contractor working a normal number of
hours per day or week on a single shift basis. Should the Contractor fail to maintain the progress
of the work in conformance with "Progress Schedule" "Progress Schedule (Critical
Path Method)" of these special provisions, additional shifts will be required to the extent
necessary to ensure that the progress conforms to the above mentioned schedule and that the
work will be completed within the time limit specified.
2
Full compensation for any additional costs occasioned by compliance with the provisions in
this section shall be considered as included in the prices paid for the various contract items of
work and no additional compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
SECTION 5. GENERAL
SECTION 5 -1. MISCELLANEOUS
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
5 -1.01 LINES AND GRADES
Attention is directed to Section 5 -1.07, "Lines and Grades," of the Standard Specifications.
2
Stakes or marks will be set by the Engineer in conformance with the requirements in
Chapter 12, "Construction Surveys," of the Department's Surveys Manual.
it
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CITY 070727 WN **
5 -1. LABORATORY
When a reference is made in the specifications to the "Laboratory," the reference shall mean
independent test laboratories authorized by the City to test materials and work involved in the
contract. When a reference is made in the specifications to the "Transportation Laboratory," the
reference shall mean Division of Engineering Services - Materials Engineering and Testing
Services and Division of Engineering Services - Geotechnical Services, located at 5900 Folsom
Boulevard, Sacramento, CA 95819, Telephone (916) 227 -7000.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
5 -1.017 CONTRACT BONDS
Attention is directed to Section 3 -1.02, "Contract Bonds," of the Standard Specifications and
these special provisions.
2
The payment bond and performance bond each shall be in a sum not less than one hundred
percent of the total amount payable by the terms of the contract.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE) except building
projects administered under General Conditions.
5 -1.018 GUARANTEE
GENERAL
The Contractor shall guarantee the work is in accordance with contract requirements and
remains free from substantial defects in materials and workmanship for a period of one year after
contract acceptance. For certain portions of the work where the Director relieves the Contractor
of responsibility in accordance with Section 7 -1.15, "Relief from Maintenance and
Responsibility," of the Standard Specifications, the guarantee period starts on the relief date and
ends one year therefrom.
2
Substantial defects in materials and workmanship means defective work objectively
manifested by damaged, displaced, or missing parts or components and workmanship resulting in
improper function of materials, components, equipment, or systems, as installed or manufactured
by the Contractor, subcontractor, supplier, or manufacturer.
3
During the guarantee period, the Contractor shall repair or replace contract work and
associated work which is not in accordance with contract requirements or has substantial defects
in materials and workmanship. The Contractor shall perform the corrective work with no
expense to the Department other than State - provided field inspection services.
4
The guarantee of work excludes damage or displacement that is outside the control of the
Contractor and caused by normal wear and tear, improper operation, insufficient maintenance,
abuse, unauthorized modification, or natural disaster as described in Section 7- 1.165, "Damage
by Storm, Flood, Tsunami or Earthquake," of the Standard Specifications.
5
The Contractor shall have the same insurance coverage during corrective work operations as
prior to contract acceptance, in accordance with Section 7 -1.12, "Indemnification and Insurance,"
of the Standard Specifications.
6
The contract bonds furnished in accordance with Section 3 -1.02, "Contract Bonds," of the
Standard Specifications must remain in full force and effect during the guarantee period and until
all corrective work is complete.
7
In the case of conflict between this guarantee provision and any warranty provision included
in the contract, the warranty provision shall govern for the specific construction product or
® feature covered.
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8
CORRECTIVE WORK
During the guarantee period, the Department will monitor performance of the highway
facilities completed by the Contractor and will perform a thorough review of the contract work at
least 60 days before the expiration of the one -year guarantee.
9
If the Engineer discovers contract work not in compliance with contract requirements or that
has substantial defects in materials and workmanship, at any time during the guarantee period, a
list of items that require corrective work will be developed and forwarded to the Contractor.
Within 15 days of receipt of a list, the Contractor shall submit to the Engineer a detailed plan for
performing corrective work. The work plan shall include a start to finish schedule. It shall
include a list of labor, equipment, materials, and any special services intended to be used. It
shall clearly show related work including traffic control, temporary delineation, and permanent
delineation.
10
The Contractor shall start the corrective and related work within 15 days of receiving notice
from the Engineer that the Contractor's work plan is approved. The corrective work shall be
diligently prosecuted and completed within the time allotted in the approved work plan.
11
If the Engineer determines that corrective work, covered by the guarantee, is urgently needed
to prevent injury or property damage, the Engineer will give the Contractor a request to start
emergency repair work and a list of items that require repair work. The Contractor shall
mobilize within 24 hours and diligently perform emergency repair work on the damaged
highway facilities. The Contractor shall submit a work plan within 5 days of starting emergency
repair work.
12
If the Contractor fails to commence and execute, with due diligence, corrective work and
related work required under the guarantee in the time allotted, the Engineer may proceed to have
the work performed by State forces or other forces at the Contractor's expense. Upon demand,
the Contractor shall pay all costs incurred by the Department for work performed by State forces
or other forces including labor, equipment, material, and special services.
13
PAYMENT
Full compensation for performing corrective work; and related work such as traffic control,
temporary delineation, and permanent delineation, and to maintain insurance coverage and
bonds, shall be considered as included in the contract prices paid for the various contract items of
work and no separate payment will be made therefor.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
5 -1.019 COST REDUCTION INCENTIVE
Attention is directed to Section 5 -1.14, "Cost Reduction Incentive," of the Standard
Specifications.
2
Prior to preparing a written cost reduction proposal, the Contractor shall request a meeting
with the Engineer to discuss the proposal in concept. Items of discussion will also include
permit issues, impact on other projects, impact on the project schedule, peer reviews, overall
merit of the proposal, and review times required by the Department and other agencies.
3
If a cost reduction proposal submitted by the Contractor, and subsequently approved by the
Engineer, provides for a reduction in contract time, 50 percent of that contract time reduction
shall be credited to the State by reducing the contract working days, not including plant
establishment. Attention is directed to "Beginning of Work, Time of Completion and Liquidated
Damages" of these special provisions regarding the working days.
4
If a cost reduction proposal submitted by the Contractor, and subsequently approved by the
Engineer, provides for a reduction in traffic congestion or avoids traffic congestion during
construction, 60 percent of the estimated net savings in construction costs attributable to the cost
reduction proposal will be paid to the Contractor. In addition to the requirements in
Section 5 -1.14, "Cost Reduction Incentive," of the Standard Specifications, the Contractor shall
provide detailed comparisons of the traffic handling between the existing contract and the
proposed change, and estimates of the traffic volumes and congestion.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
5 -1.02 LABOR NONDISCRIMINATION
Attention is directed to the following Notice that is required by Chapter 5 of Division 4 of
Title 2, California Code of Regulations.
NOTICE OF REQUIREMENT FOR NONDISCRIMINATION PROGRAM
(GOV. CODE, SECTION 12990)
Your attention is called to the "Nondiscrimination Clause ", set forth in Section 7- 1.01A(4),
"Labor Nondiscrimination," of the Standard Specifications, which is applicable to all nonexempt
State contracts and subcontracts, and to the "Standard California Nondiscrimination Construction
Contract Specifications" set forth therein. The specifications are applicable to all nonexempt
State construction contracts and subcontracts of $5,000 or more.
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5 -1. PREVAILING WAGE
Attention is directed to Section 7- 1.01A(2), "Prevailing Wage," of the Standard
Specifications and these special provisions.
The general prevailing wage rates determined by the Director of Industrial Relations, for the
county or counties in which the work is to be done, are available from the State Department of
Industrial Relations, Division of Labor Statistics. These wage rates are not included in the
Proposal and Contract for the project. Changes, if any, to the general prevailing rates are
available at the same location.
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USE WITH 2006 STANDARDS.
Use in all projects receiving Federal Aid (inserted by boilerplate by DES -
OE).
5 -1.022 EXCLUSION OF RETENTION
In conformance with 49 CFR, Part 26, Subpart B, Section 26.29 (b)(1), the retention of
proceeds required by Public Contract Code Section 10261 shall not apply. In conformance with
Public Contract Code 7200 (b), in subcontracts between the Contractor and a subcontractor and
in subcontracts between a subcontractor and any subcontractor thereunder, retention proceeds
shall not be withheld, and the exceptions provided in Public Contract Code 7200 (c) shall not
apply. At the option of the Contractor, subcontractors may be required to furnish payment and
performance bonds issued by an admitted surety insurer.
2
The third paragraph of Section 9 -1.06, "Partial Payments," of the Standard Specifications,
and Section 9- 1.065, "Payment of Withheld Funds," of the Standard Specifications shall not
apply.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
5 -1.03 INTEREST ON PAYMENTS
Interest shall be payable on progress payments, payments after acceptance, final payments,
extra work payments, and claim payments as follows:
A. Unpaid progress payments, payment after acceptance, and final payments shall begin to
accrue interest 30 days after the Engineer prepares the payment estimate.
B. Unpaid extra work bills shall begin to accrue interest 30 days after preparation of the first
pay estimate following receipt of a properly submitted and undisputed extra work bill.
To be properly submitted, the bill must be submitted within 7 days of the performance of
the extra work and in conformance with the provisions in Section 9- 1.03C, "Records,"
and Section 9 -1.06, "Partial Payments," of the Standard Specifications. An undisputed
extra work bill not submitted within 7 days of performance of the extra work will begin
to accrue interest 30 days after the preparation of the second pay estimate following
submittal of the bill.
C. The rate of interest payable for unpaid progress payments, payments after acceptance,
final payments, and extra work payments shall be 10 percent per annum.
D. The rate of interest payable on a claim, protest or dispute ultimately allowed under this
contract shall be 6 percent per annum. Interest shall begin to accrue 61 days after the
Contractor submits to the Engineer information in sufficient detail to enable the Engineer
to ascertain the basis and amount of said claim, protest or dispute.
2
The rate of interest payable on any award in arbitration shall be 6 percent per annum if
allowed under the provisions of Civil Code Section 3289.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
5 -1.04 PUBLIC SAFETY
The Contractor shall provide for the safety of traffic and the public in conformance with the
provisions in Section 7 -1.09, "Public Safety," of the Standard Specifications and these special
provisions.
070727 WN **
The Contractor shall exercise particular attention and the highest degree of care when
working on or adjacent to private properties next to the project right -of -way. Care shall be taken
to protect the public from unsafe or potentially unsafe conditions. The use of temporary fencing,
signs and any other protective measures necessary to deter and prevent public access to work
areas shall be employed. Provisions shall be made for public protection of excavations and all
other work areas during non - working hours.
070727 WN **
Nothing within the section above shall relieve the Contractor from public safety
responsibilities as noted in Section 7 -1.09 of the Standard Specifications. All provisions of
Section 7 -1.09 of the Standard Specifications shall remain in force.
2
The Contractor shall install temporary railing (Type K) between a lane open to public traffic
and an excavation, obstacle or storage area when the following conditions exist:
A. Excavations -The near edge of the excavation is 12 feet or less from the edge of the lane,
except:
1. Excavations covered with sheet steel or concrete covers of adequate thickness to
prevent accidental entry by traffic or the public.
2. Excavations less than one foot deep.
3. Trenches less than one foot wide for irrigation pipe or electrical conduit, or
excavations less than one foot in diameter.
4. Excavations parallel to the lane for the purpose of pavement widening or
reconstruction.
5. Excavations in side slopes, where the slope is steeper than 4:1 (horizontal:vertical).
6. Excavations protected by existing barrier or railing.
B. Temporarily Unprotected Permanent Obstacles -The work includes the installation of a
fixed obstacle together with a protective system, such as a sign structure together with
protective railing, and the Contractor elects to install the obstacle prior to installing the
protective system; or the Contractor, for the Contractor's convenience and with
permission of the Engineer, removes a portion of an existing protective railing at an
® obstacle and does not replace such railing complete in place during the same day.
C. Storage Areas- Material or equipment is stored within 12 feet of the lane and the storage
is not otherwise prohibited by the provisions of the Standard Specifications and these
special provisions.
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3
The approach end of temporary railing (Type K), installed in conformance with the
provisions in this section "Public Safety" and in Section 7 -1.09, "Public Safety," of the Standard
Specifications, shall be offset a minimum of 15 feet from the edge of the traffic lane open to
public traffic. The temporary railing shall be installed on a skew toward the edge of the traffic
lane of not more than one foot transversely to 10 feet longitudinally with respect to the edge of
the traffic lane. If the 15 -foot minimum offset cannot be achieved, the temporary railing shall be
installed on the 10 to 1 skew to obtain the maximum available offset between the approach end
of the railing and the edge of the traffic lane, and an array of temporary crash cushion modules
shall be installed at the approach end of the temporary railing.
4
Except for installing, maintaining and removing traffic control devices, whenever work is
performed or equipment is operated in the following work areas, the Contractor shall close the
adjacent traffic lane unless otherwise provided in the Standard Specifications and these special
provisions:
Approach Speed of Public Traffic (Posted Limit) Work Areas
(Miles Per Hour)
Over 45 Within 6 feet of a traffic lane but not on a traffic lane
35 to 45 Within 3 feet of a traffic lane but not on a traffic lane
5
The lane closure provisions of this section shall not apply if the work area is protected by
permanent or temporary railing or barrier.
6
When traffic cones or delineators are used to delineate a temporary edge of a traffic lane, the
line of cones or delineators shall be considered to be the edge of the traffic lane, however, the
Contractor shall not reduce the width of an existing lane to less than 10 feet without written
approval from the Engineer.
7
When work is not in progress on a trench or other excavation that required closure of an
adjacent lane, the traffic cones or portable delineators used for the lane closure shall be placed
off of and adjacent to the edge of the traveled way. The spacing of the cones or delineators shall
be not more than the spacing used for the lane closure.
8
Suspended loads or equipment shall not be moved nor positioned over public traffic or
pedestrians.
9
Full compensation for conforming to the provisions in this section "Public Safety," including
furnishing and installing temporary railing (Type K) and temporary crash cushion modules, shall
be considered as included in the contract prices paid for the various items of work involved and
no additional compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
5 -1.05 TESTING
Testing of materials and work shall conform to the provisions in Section 6 -3, "Testing," of
the Standard Specifications and these special provisions.
2
Whenever the provisions of Section 6 -3.01, "General," of the Standard Specifications refer to
tests or testing, it shall mean tests to assure the quality and to determine the acceptability of the
materials and work.
3
The Engineer will deduct the costs for testing of materials and work found to be
unacceptable, as determined by the tests performed by the Department, and the costs for testing
of material sources identified by the Contractor which are not used for the work, from moneys
due or to become due to the Contractor. The amount deducted will be determined by the
Engineer.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
DO NOT EDIT.
5 -1.065 SOLID WASTE DISPOSAL AND RECYCLING REPORT
This work shall consist of reporting disposal and recycling of construction solid waste, as
specified in these special provisions. For the purposes of this section, solid waste includes
construction and demolition waste debris, but not hazardous waste.
2
Annually by the fifteenth day of January, the Contractor shall complete and certify Form
CEM -4401, "Solid Waste Disposal and Recycling Report," which quantifies solid waste
generated by the work performed and disposed of in landfills or recycled during the previous
calendar year. The amount and type of solid waste disposed of or recycled shall be reported in
tons. The Contractor shall also complete and certify Form CEM -4401 within 5 days following
contract acceptance.
3
Form CEM -4401, "Solid Waste Disposal and Recycling Report" can be downloaded at:
�✓ http: / /www. dot .ca.gov /hq /construc /manual2001
4
If the Contractor has not submitted Form CEM -4401, by the dates specified above, the
Department will withhold the amount of $10,000 for each missing or incomplete report. The
moneys withheld will be released for payment on the next monthly estimate for partial payment
following the date that a complete and acceptable Form CEM -4401 is submitted to the Engineer.
Upon completion of all contract work and submittal of the final Form CEM -4401, remaining
withheld funds associated with this section, "Solid Waste Disposal and Recycling Report," will
be released for payment. Withheld funds in conformance with this section shall be in addition to
other moneys withheld provided for in the contract. No interest will be due the Contractor on
withheld amounts.
5
Full compensation for preparing and submitting Form CEM -4401, "Solid Waste Disposal
and Recycling Report," shall be considered as included in the contract price for the various items
of work involved and no additional compensation will be allowed therefor.
0
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USE WITH 2006 STANDARDS.
Use in projects of $5 million or more.
Include SSPs 05 -050, 08 -015, and 08 -017 or 08 -018 when this SSP is used.
DO NOT EDIT, except as directed by instructions. Any other editing MUST
be approved in writing by the Chief, Division of Construction.
5 -1. FORCE ACCOUNT PAYMENT
Payment for extra work at force account will be determined by either non - subcontracted or
subcontracted force account payment unless otherwise specified.
2
Non - Subcontracted Force Account Payment
When extra work to be paid for on a force account basis is performed by the Contractor,
compensation will be determined in accordance with Section 9 -1.03, "Force Account Payment,"
of the Standard Specifications and these special provisions.
3
The second, third and fourth paragraphs of Section 9- 1.03A, "Work Performed by
Contractor," of the Standard Specifications shall not apply.
4
Attention is directed to "Time- Related Overhead" of these special provisions.
5
To the total of the direct costs for work performed on a force account basis, computed as
provided in Section 9- 1.03A(1), "Labor," Section 9- 1.03A(2), "Materials," and
Section 9- 1.03A(3), "Equipment Rental," of the Standard Specifications, there will be added the
following markups:
Cost Percent Markup
Labor 28
Materials 10
Equipment Rental 10
The above markups shall be applied to work performed on a force account basis,
regardless of whether the work revises the current contract completion date.
6
The above markups, together with payments made for time - related overhead pursuant to
"Time- Related Overhead" of these special provisions, shall constitute full compensation for all
overhead costs for work performed on a force account basis. These overhead costs shall be
deemed to include all items of expense not specifically designated as cost or equipment rental in
conformance with the provisions in Section 9- 1.03A(1), "Labor," Section 9- 1.03A(2),
"Materials," and Section 9- 1.03A(3), "Equipment Rental," of the Standard Specifications. The
total payment made as provided above and in the first paragraph of Section 9- 1.03A, "Work
Performed by Contractor," of the Standard Specifications shall be deemed to be the actual cost of
the work performed on a force account basis, and shall constitute full compensation therefor.
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7. Use when SSP 08 -017 (non -A +B) is used and delete Para 8.
Full compensation for overhead costs for work performed on a force account basis, and for
which no adjustment is made to the quantity for time - related overhead conforming to the
provisions in "Time- Related Overhead" of these special provisions, shall be considered as
included in the markups specified above, and no additional compensation will be allowed
therefor.
8. Use when SSP 08 -018 (A +B) is used and delete Para 7.
070727 WN **
Full compensation for overh -ad costs for work performed on a force account basis, and for
which no adjustment is made to the lump sum price bid for time related ovcncmd conforming to
the provisions in "Time Related Overh ad" of these special provisions, shall be considered as
included in the markups specified above, and no additional compensation will be allowed
therefor.
9
Subcontracted Force Account Payment
When extra work to be paid for on a force account basis is performed by a subcontractor
approved in conformance with the provisions in Section 8 -1.01, "Subcontracting," of the
Standard Specifications, compensation will be determined in accordance with the provisions in
Section 9 -1.03, "Force Account Payment," of the Standard Specifications.
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Page 1 of 2
USE WITH 2006 STANDARDS.
Use in all projects over $1,000,000 (inserted by boilerplate by DES -OE).
Include the following funds in the Engineer's Estimate under Supplemental
Work. For projects:
over $1 million to under $5 million, include $5,000;
from $5 million to under $10 million, include $10,000;
from $10 million to under $25 million, include $25,000;
from $25 million to under $60 million, include $60,000;
equal to or greater than $60 million, include $100,000.
5 -1.11 PARTNERING
The State will promote the formation of a "Partnering" relationship with the Contractor in
order to effectively complete the contract to the benefit of both parties. The purpose of this
relationship is to maintain a cooperative communication and to mutually resolve conflicts at the
lowest responsible management level.
2
The Contractor may request the formation of a "Partnering" relationship by submitting a
request in writing to the Engineer after approval of the contract. If the Contractor's request for
"Partnering" is approved by the Engineer, scheduling of a "Partnering Workshop," selecting the
"Partnering" facilitator and workshop site, and other administrative details shall be as agreed to
by both parties. If agreed to by the parties, additional "Partnering Workshops" will be conducted
as needed throughout the life of the contract.
Paras 3 and 4 used if PS & E estimate > $25,000,000. Next para is Para 5.
5
The costs involved in providing the "Partnering Workshop" facilitator and workshop site will
be borne equally by the State and the Contractor. The division of cost will be made by
determining the cost in providing the "Partnering Workshop" facilitator and workshop site in
conformance with the provisions in Section 9- 1.03B, "Work Performed by Special Forces or
Other Special Services," of the Standard Specifications, and paying to the Contractor one -half of
that cost, except no markups will be allowed.
6. Use ( "Training in Partnering Concepts" and) when PS &E estimate >
$25,000,000.
All other costs associated with "Partnering Workshops" will be borne separately by the party
incurring the costs, such as wages and travel expenses, and no additional compensation will be
allowed therefor.
7
® The establishment of a "Partnering" relationship will not change or modify the terms and
conditions of the contract and will not relieve either party of the legal requirements of the
contract.
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Page 1 of 2
USE WITH 2006 STANDARDS.
Use in all projects over $5,000,000 (inserted by boilerplate by DES -OE).
Include $10,000 in the Engineer's Estimate under Supplemental Work.
5 -1.114 VALUE ANALYSIS
The Contractor may submit to the Engineer, in writing, a request for a "Value Analysis"
workshop. The purpose for having a workshop is to identify value enhancing opportunities and
to consider modifications to the plans and specifications that will reduce either the total cost,
time of construction or traffic congestion, without impairing, in any manner, the essential
functions or characteristics of the project including, but not limited to, service life, economy of
operation, ease of maintenance, benefits to the travelling public, desired appearance, or design
and safety standards.
2
To maximize the potential benefits of a workshop, the request should be submitted to the
Engineer early in the project after approval of the contract. If the Contractor's request for a
"Value Analysis" workshop is approved by the Engineer, scheduling of a workshop, selecting the
facilitator and workshop site, and other administrative details shall be determined cooperatively
by the Contractor and the Engineer.
3
The workshop shall be conducted in conformance with the methodology described in the
Department's "Value Analysis Team Guide" available at:
http: / /www.dot.ca.gov/hq /oppd/value/
4
The facilitator shall be a Certified Value Specialist (CVS) as recognized by the Society of
American Value Engineers (SAVE) International, which may be contacted at:
SAVE International
60 Revere Drive
Northbrook, IL 60062
Telephone: (847) 480 -1730
FAX: (847) 480 -9282
5
The Contractor may submit recommendations resulting from a "Value Analysis" workshop
for approval by the Engineer as cost reduction incentive proposals in conformance with the
provisions in Section 5 -1.14, "Cost Reduction Incentive," of the Standard Specifications.
6
The costs involved in providing the "Value Analysis" facilitator and workshop site will be
borne equally by the State and the Contractor. The division of cost will be made by determining
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the cost in providing the "Value Analysis" facilitator and workshop site in conformance with the
provisions in Section 9- 1.03B, "Work Performed by Special Forces or Other Special Services,"
of the Standard Specifications, and paying to the Contractor one -half of that cost, except no
markups will be allowed.
7
All other costs associated with the "Value Analysis" workshop will be borne separately by
the party incurring the costs, such as wages and travel expenses, and no additional compensation
will be allowed therefor.
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CITY DOES NOT USE THIS SSP 070727 WN **
{ XE "S5- 170_A02- 02 -07" }
Pagel of 16
USE WITH 2006 STANDARDS.
Use in projects over $10,000,000 and with 100 or more working days
(inserted by boilerplate by DES -OE).
Include funds in the Engineer's Estimate under Supplemental Work for
Dispute Review Board as follows:
100 to 200 Working Days $7,500
201 to 400 Working Days $15,000
401 to 600 Working Days $22,500
601 to 800 Working Days $30,000
Increase funding by $7,500 for each additional block of 200 working days in
conformance with the pattern shown above.
Editing of this SSP must be approved by the Chief of Division of
Construction.
•
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Page 1 of 1
USE WITH 2006 STANDARDS.
Use when requested in writing by a local government entity.
5 -1. RESPONSIBILITY TO OTHER ENTITIES
The Contractor shall be responsible for any liability imposed by law and for injuries to or
death of any person including, but not limited to, workers and the public or damage to property,
and shall indemnify and save harmless any county, city or district, the City, Lim & Nascimento
Eng. Corp., its officers and employees connected with the work, within the limits of which
county, city or district the work is being performed, all in the same manner and to the same
extent conforming to the provisions in Section 7 -1.12, "Indemnification and Insurance," of the
Standard Specifications, for the protection of the State of California, the City, Lim &
Nascimento Eng. Corp., and all officers, agents and employees thereof connected with the work.
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5 -1. LEGAL RELATIONS AND RESPONSIBILITIES
Attention is directed to the provisions in Section 7 -1.01, "Laws to be Observed" and Section
7 -1.12, "Indemnification and Insurance" of the Standard Specifications.
The second sentence of Section 7- 1.01, "Laws to be Observed ", of the Standard
Specifications is amended to read:
The Contractor shall at all times observe and comply with, and shall cause all the
Contractor's agents and employees to observe and comply with all such existing and future laws,
ordinances, regulations orders and decrees of bodies or tribunals having any jurisdiction or
authority over the work; and shall protect and indemnify the City, the State of California, and
Lim & Nascimento Eng. Corp. and all officers, agents, and employees thereof connected with the
work, including but not limited to the Ciy Engineer and the Engineer, against claim or liability
arising from or based on the violation of any such law, ordinance, regulation, order, or decree
whether by himself or his employees.
The first sentence of the first paragraph of Section 7- 1.12A, "Indemnification ", of the
Standard Specifications is amended to read:
With the exception that this section shall in no event be construed to require indemnification
by the Contractor to a greater extent than permitted by law, the Contractor shall defend,
indemnify and save harmless the City, the State of California, and Lim & Nascimento Eng.
Corp., including its officers, directors, agents, and employees, and each of them (Indemnitees),
from any and all claims, demands, causes of action, damages, costs, expenses, actual attorney's
fees, losses or liabilities, in law or in equity, of every kind and nature whatsoever (Claims),
arising out of or in connection with the Contractor's performance of the contract for:
The sixth paragraph of Section 7- 1.12A, "Indemnification ", of the Standard Specifications is
amended to read:
With respect to third party claims against the Contractor, the Contractor waives any and all
rights of any type to express or implied indemnity against the City, the State of California, and
Lim & Nascimento Eng. Corp., their directors, officers, employees, and agents.
The first sentence of the second paragraph of Section 7- 1.12B(1)(c), "Liability
Limits /Additional Insureds ", of the Standard Specifications is amended to read:
City, the State of California, and Lim & Nascimento Eng. Corp., including their officers,
directors, agents, and employees, shall be names as additional insureds under the General
Liability and Umbrella Liability Policies with respect to liability arising out of or connected with
work or operations perfomed by or on behalf of the Contractor under this contract. Coverage for
such additional insureds shall not extend to liability:
The fifth sentence of Section 7- 1.12B(4), "Enforcement ", of the Standard Specifications is
amended to read:
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The required insurance shall be subject to the approval of the City, but any acceptance of
insurance certificates by the City shall in no way limit or relieve the Contractor of the
Contractor's duties and responsibilities under the Contract to indemnify, defend and hold
harmless the City, the State of California, and Lim & Nascimento Eng. Corp., their officers,
agents, and employees.
0
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Page 1 of 4
USE WITH 2006 STANDARDS.
Use for asphalt concrete and/or asphalt concrete base and/or rubberized
asphalt concrete and asphaltic emulsion (paint binder).
Use SSP S5 -231 when an item is included for asphalt treated permeable base.
Use SSP S5 -232 when an item is included for paving asphalt
(binder - pavement reinforcing fabric).
Use SSP S5 -233, SSP S5 -234 or SSP S5 -235 for seal coats and slurry seals.
In the Engineer's Estimate under Supplemental Work, provide funds in the
amount of 0.15 x Qa x Ib. Qa is the estimated quantity of asphalt binder
(equal to the asphalt percentage times the estimated tons of asphalt concrete)
plus asphalt binder in asphalt concrete base (ACB) (equal to the asphalt
percentage times estimated tons of ACB) plus asphaltic emulsion residue
(equal to the asphaltic emulsion estimated tons x 0.57). Ib is the anticipated
California Statewide Paving Asphalt Price Index for the month in which the
bids for the project will be opened. (Note: The amount provided by this
calculation may vary substantially from the amount actually needed since the
change in asphalt prices cannot be predicted with accuracy.)
Use item code 066666, Compensation Adjustments for Price Index
Fluctuations of Paving Asphalt.
WILL FILL OUT RIGHT BEFORE RTL 070727 WN **
List: Estimated asphalt percentage used in AC in calculation:
Estimated asphalt percentage used in ACB in calculation:
Estimated paving asphalt (Qa) used for Supplemental Work:
Calif. Statewide Paving Asphalt price index month:
Calif. Statewide Paving Asphalt price index:
1 *. Insert item code numbers and complete item descriptions for items
containing paving asphalt. Delete 397001 "ASPHALTIC EMULSION (Paint
Binder)" if no contract item for asphaltic emulsion (paint binder).
5 -1._ COMPENSATION ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS
The provisions of this section shall apply only to the following contract items:
070727 WN **
ITEM CODE 1 ITEM
390153 ASPHALT CONCRETE (TYPE A)
390156A ASPHALT CONCRETE (TYPE A, BOND
BREAKER) - -
397001 ..
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2. If the project includes asphalt concrete base, add ", asphalt concrete
base" after asphalt concrete. Delete "and asphaltic emulsion (paint binder)"
if no contract item for asphaltic emulsion (paint binder).
The compensation payable for paving asphalt used in asphalt concrete and asphaltic emulsion
(paint binder) will be increased or decreased in conformance with the provisions of this section
for paving asphalt price fluctuations exceeding 10 percent (Iu/Ib is greater than 1.10 or less than
0.90) which occur during performance of the work.
Delete Paras 3 and 4 if no contract item for asphaltic emulsion (paint binder).
3
The quantity of paving asphalt used in asphaltic emulsion (paint binder) will be determined
by multiplying the item quantity for asphaltic emulsion (paint binder) included in a monthly
estimate by the minimum percent residue specified in Section 94, "Asphaltic Emulsions," of the
Standard Specifications. The asphaltic emulsion minimum percent residue will be based on the
type of emulsion used by the Contractor.
4
At the Contractor's option, the Contractor may provide actual daily test results for paving
asphalt residue for the asphaltic emulsion (paint binder) used. Test results provided by the
Contractor shall be from an independent testing laboratory that participates in the AASHTO
Proficiency Sample Program. The Contractor shall take samples of asphaltic emulsion from the
distributor truck at mid -load from a sampling tap or thief. Two separate 1/2 gallon samples shall
be taken in the presence of the Engineer. The Contractor shall provide one sample to the
Contractor's independent testing laboratory within 24 hours of sampling. The second sample
shall be given to the Engineer. The test results from the Contractor's independent testing
laboratory shall be delivered to the Engineer within 10 days from sample date.
5. If asphalt concrete base is added in Para 2, add ", asphalt concrete base "
after asphalt concrete. Delete "and asphaltic emulsion (paint binder) (or
both)" if no contract item for asphaltic emulsion (paint binder).
The adjustment in compensation will be determined in conformance with the following
formulae when the item of asphalt concrete or asphaltic emulsion (paint binder), or both, are
included in a monthly estimate:
A. Total monthly adjustment = AQ
B. For an increase in paving asphalt price index exceeding 10 percent:
A = 0.90 (Iu/Ib - 1.10) lb
C. For a decrease in paving asphalt price index exceeding 10 percent:
A = 0.90 (Iu/Ib - 0.90) lb
D. Where:
If asphalt concrete base is added in Para 2, add ", asphalt concrete base"
after asphalt concrete. Delete "and asphaltic emulsion residue used as paint
® binder" if no contract item for asphaltic emulsion (paint binder).
A = Adjustment in dollars per ton of paving asphalt used to produce asphalt concrete and
asphaltic emulsion residue used as paint binder rounded to the nearest $0.01.
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Iu = The California Statewide Paving Asphalt Price Index which is in effect on the first
business day of the month within the pay period in which the quantity subject to
i adjustment was included in the estimate.
Ib = The California Statewide Paving Asphalt Price Index for the month in which the bid
opening for the project occurred.
If asphalt concrete base is added in Para 2, add "and asphalt concrete base"
after asphalt concrete. Delete "plus the quantity in tons of paving asphalt
that would have been used as residue in the asphaltic emulsion shown under
'This Estimate' on the monthly estimate" if no contract item for asphaltic
emulsion (paint binder).
Q = Quantity in tons of paving asphalt that was used in producing the quantity of asphalt
concrete shown under "This Estimate" on the monthly estimate using the amount of
asphalt determined by the Engineer plus the quantity in tons of paving asphalt that
would have been used as residue in the asphaltic emulsion (paint binder) shown under
"This Estimate" on the monthly estimate.
6
The adjustment in compensation will also be subject to the following:
A. The compensation adjustments provided herein will be shown separately on payment
estimates. The Contractor shall be liable to the State for decreased compensation
adjustments and the Department may deduct the amount thereof from moneys due or that
may become due the Contractor.
B. Compensation adjustments made under this section will be taken into account in making
adjustments in conformance with the provisions in Section 4- 1.03B, "Increased or
Decreased Quantities," of the Standard Specifications.
C. In the event of an overrun of contract time, adjustment in compensation for paving
asphalt included in estimates during the overrun period will be determined using the
California Statewide Paving Asphalt Price Index in effect on the first business day of the
month within the pay period in which the overrun began.
7
The California Statewide Paving Asphalt Price Index is determined each month on the first
business day of the month by the Department using the median of posted prices in effect as
posted by Chevron, Mobil, and Unocal for the Buena Vista, Huntington Beach, Kern River,
Long Beach, Midway Sunset, and Wilmington fields.
8
In the event that the companies discontinue posting their prices for a field, the Department
will determine an index from the remaining posted prices. The Department reserves the right to
include in the index determination the posted prices of additional fields.
9
The California Statewide Paving Asphalt Price Index is available on the Division of
Engineering Services website at:
http: / /www. dot. ca. gov /hq /esc /oe /asphalt_index /astable.html
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USE WITH 2006 STANDARDS.
Use when the District has determined that yard areas or plant sites are
available for the project.
Refer to Highway Design Manual, Topic 112, "Contractor's Yard and Plant
Sites," regarding guidelines to be used by the District in establishing
Contractor's yard areas and plant sites.
5 -1. AREAS FOR CONTRACTOR'S USE
Attention is directed to the provisions in Section 7 -1.19, "Rights in Land and Improvements,"
of the Standard Specifications and these special provisions.
2. When yard areas or plant sites are not available for exclusive use by the
Contractor, use Paras 2, 3, and 4, as applicable, and delete remaining Paras.
The highway right of way shall be used only for purposes that are necessary to perform the
required work. The Contractor shall not occupy the right of way, or allow others to occupy the
right of way, for purposes which are not necessary to perform the required work.
3. When areas are available for exclusive use by the Contractor for yard
areas and plant sites, delete Paras 3 and 4.
^ 070727 WN **
err No State owned parcels adjacent to the right of way arc available for the exclusive use of the
4
070727 WN **
the ee bject to the prior demands of State maintenance forces and to other contract
--
Contractor's own risk, and the State shall not be held liable for damago to or loss of materials or
5
Areas available for the exclusive use of the Contractor are designated on the plans. Use of
the Contractor's work areas and other State -owned property shall be at the Contractor's own risk,
and the State shall not be held liable for damage to or loss of materials or equipment located
within these areas.
6 *. Include address and room number for District Permit Engineer.
The Contractor shall obtain encroachment permits prior to occupying State -owned parcels
outside the contract limits. The required encroachment permits may be obtained from the
Department of Transportation, Permit Engineer,
® 7
Residence trailers will not be allowed within the highway right of way, except that one trailer
will be allowed for yard security purposes.
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8
The Contractor shall remove equipment, materials, and rubbish from the work areas and
other State - -owned property which the Contractor occupies. The Contractor shall leave the areas
in a presentable condition in conformance with the provisions in Section 4 -1.02, "Final Cleaning
Up," of the Standard Specifications.
9
The Contractor shall secure, at the Contractor's own expense, areas required for plant sites,
storage of equipment or materials or for other purposes, if sufficient area is not available to the
Contractor within the contract limits, or at the sites designated on the plans outside the contract
limits.
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Page 1 of 1
USE WITH 2006 STANDARDS.
Use in ALL projects.
5 -1. PAYMENTS
Attention is directed to Sections 9 -1.06, "Partial Payments," and 9 -1.07, "Payment After
Acceptance," of the Standard Specifications and these special provisions.
Use Paras 2 & 3 when early completion contract items are included in the
Engineer's Estimate. (See Section 6.10, RTL Guide.) Add additional early
completion contract items as appropriate; e.g. Remove bridge, remove
concrete. Use dollar value shown in Engineer's Estimate.
2.* Use 50 percent of the dollar value shown in the Engineer's Estimate for
item D.
For the purpose of making partial payments pursuant to Section 9 -1.06, "Partial Payments,"
of the Standard Specifications, the amount set forth for the contract items of work hereinafter
listed shall be deemed to be the maximum value of the contract item of work which will be
recognized for progress payment purposes:
TO BE UPDATED BEFORE RTL 070727 WN **
A. Clearing and Grubbing $10,000.00
B. Develop Water Supply $10,000.00
C. Roadside Clearing
C. Prepare Storm Water Pollution Prevention Plan $7,500.00
D. Project Schedule (Critical Path Method) $7,500.00
E. Construction Areas Signs $50,000.00
F. Traffic Control System $150,000.00
G. Lead Compliance Plan $7,500.00
H. Water Pollution Control $5,000.00
3
After acceptance of the contract pursuant to the provisions in Section 7 -1.17, "Acceptance of
Contract," of the Standard Specifications, the amount, if any, payable for a contract item of work
in excess of the maximum value for progress payment purposes hereinabove listed for the item,
will be included for payment in the first estimate made after acceptance of the contract.
4. Use when Para 5 is not used.
070727 WN **
No partial payment will be made for any materials on hand which arc furnished but not
0
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5.* Use when project has 90 or more working days, excluding plant
establishment days, AND the Engineer's Estimate exceeds $100,000 AND
there are materials which qualify for partial pay.
In determining the partial payments to be made to the Contractor, only the following listed
materials will be considered for inclusion in the payment as materials furnished but not
incorporated in the work:
070727 WN **
A. Bar Reinforcing Steel
0
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ALL NEW
CITY 070727 WN **
5 -1. NOTICE OF POTENTIAL CLAIM
Section 9 -1.04, "Notice of Potential Claim," of the Standard Specifications is amended to
read:
9 -1.04 Notice of Potential Claim — 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 he shall have given the Engineer
due written notice of potential claim as hereinafter specified. Compliance with this
Section 9 -1.04 shall not be a prerequisite as to matters within the scope of the protest
provisions in Section 4 -1.03, "Changes," or Section 8 -1.06, "Time of Completion," or
the notice provisions in Section 5- 1.116, "Differing Site Conditions," or Section 8-
1.07, "Liquidated Damages," or Section 8 -1.10, "Utility and Non - Highway
Facilities," nor to any claim which is based on differences in measurements or errors
of computation as to contract quantities.
The written notice of potential claim shall be submitted to the Engineer prior to
the time that the Contractor performs the work giving rise to the potential claim for
additional compensation, if based on an act or failure to act by the Engineer, or in all
other cases within 15 days after the happening of the event, thing, occurrence, or
other cause, giving rise to the potential claim.
The written notice of potential claim shall be submitted on Form CEM -6201
r, furnished by the City and shall be certified with reference to the California False
Claims Act, Government Code Sections 12650- 12655. The notice shall set forth the
reasons for which the Contractor believes additional compensation will or may be due
and the nature of the costs involved. Unless the amount of the potential claim has
been stated in the written notice, the contractor shall, within 15 days of submitting
said notice, furnish an estimate of the cost of the affected work and impacts, if any,
on project completion. Said estimate of costs may be changed or updated by the
Contractor when conditions have changed. When the affected work is completed, the
Contractor shall submit substantiation of his actual costs. 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 9 -1.04 that differences between the parties
arising under and by virtue of the contract by brought to the attention of the Engineer
at the earliest possible time in order that such matters may be settled, if possible, or
other appropriate action promptly taken. The Contractor hereby agrees that he shall
have no right to additional compensation for any claim that may be based on any such
act, failure to act, event, thing or occurrence for which no written notice of potential
claim as herein required was filed.
Should the Contractor, in connection with or subsequent to the assertion of a
otential claim re. uest ins • ection and co I 'n. of documents or records in the
possession of the City that pertain to the potential claim, Contractor shall make its
records of the project, as deemed by the City to be pertinent to the potential claim,
°+ available to the City for inspection and copying.
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{ XE "S5- 280 16 -06" }
Page 1 of 2
USE WITH 2006 STANDARDS.
Use in ALL projects. (To be inserted by the Districts.)
When no information for the project is available or required for the bidders
to accurately bid the project, use para 1 and para 6.
5 -1. PROJECT INFORMATION
The information in this section has been compiled specifically for this project and is made
available for bidders and Contractors. Other information referenced in the Standard
Specifications and these special provisions do not appear in this section. The information is
subject to the conditions and limitations set forth in Section 2 -1.03, "Examination of Plans,
Specifications, Contract, and Site of Work," and Section 6 -2, "Local Materials," of the Standard
Specifications. Bidders and Contractors shall be responsible for knowing the procedures for
obtaining information.
2 *. Add information that is attached to the Project Plans (e.g., log of test
borings). Create a new subparagraph for each item listed.
Information attached to the project plans is as follows:
070727 WN **
A. Log of Test Borings.
3 *. Add information for the project that is to be made available as handouts
to prospective bidders (such as water source information, Materials
Information, copies of permits, foundation recommendation reports,
geotechnical reports, etc.) as described under "Information Handout" in
RTL Guide. Only 8 -1/2" x 11", single sided, black and white handouts may
be included. For each project, the Information Handout may be limited to
approximately 100 sheets total or a maximum 1 inch thick. Otherwise,
handouts may be made available in the District or provided on CD media.
E -files provided on CD media should be in "read only" .PDF format; design
e -files such as those in .DGN or .DTM format should not be made available.
Create a new subparagraph for each item listed.
Information included in the Information Handout provided to bidders and Contractors is as
follows:
070727 WN **
A. Geotechnical Design Report
4 *. Add information that is available for inspection at the District Office in
which the work is situated (e.g. cross sections, see Cross Section Guidance).
Create a new subparagraph for each item listed.
Information available for inspection at the District Office is as follows:
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070727 WN **
A. As -Built Plans.
B. Aerially Deposited Lead Report
5. Delete paper or electronic as appropriate. Delete if cross sections are not
available.
070727 WN **
Cross sections are available in paper or electronic copy.
6. Use if cross sections are not available. Delete if cross sections are
available.
Cross sections are not available for this project.
7 *. Provide the street address of the District Office. Create a new
subparagraph for each item listed.
070727 WN **
The District Office in which the work is situated is located at 464 W. 4th Street, San
Bernardino, CA 92401 - 1400..
8 *. Add information that is available for inspection at the Transportation
Laboratory (e.g. rock cores). Create a new subparagraph for each item
listed.
070727 WN **
A.
9. Paras 9 and 10, use when rock cores are available.
070727 WN **
• - •-
cores via electronic mail at:
Corcroom @dot.ca.gov
10
070727 WN **
• ! - ' c - .. , . .. .. , .. , . •
11. Use in Districts 1 thru 6 and 10 when bridge as -built plans are available.
070727 WN **
i - .• 1 - - ., - -. 1
12. Use in Districts 7, 8, 9, 11 and 12 when bridge as -built plans are
available.
Plans of the existing bridges may be requested by fax from the Office of Structure
® Maintenance and Investigations, 1801 30th Street, Sacramento, CA, Fax (916) 227 -8357, and are
available at the Office of Structure Maintenance and Investigations, Los Angeles, CA, Telephone
(213) 897 -0877.
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13. Use when either para 11 or 12 is used.
Plans of the existing bridges available to bidders and Contractors are reproductions of the
original contract plans, with significant changes noted, and working drawings, and do not
necessarily show normal construction tolerances and variances. Where dimensions of new
construction required by this contract are dependent on the dimensions of the existing bridges,
the Contractor shall verify the controlling field dimensions and shall be responsible for adjusting
dimensions of the work to fit existing conditions.
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USE WITH 2006 STANDARDS.
Use when work is in residential or urban areas.
5 -1. SOUND CONTROL REQUIREMENTS
Sound control shall conform to the provisions in Section 7- 1.01I, "Sound Control
Requirements," of the Standard Specifications and these special provisions.
2
The noise level from the Contractor's operations, between the hours of 9:00 p.m. and
6:00 a.m., shall not exceed 86 dBa at a distance of 50 feet. This requirement shall not relieve the
Contractor from responsibility for complying with local ordinances regulating noise level.
3
The noise level requirement shall apply to the equipment on the job or related to the job,
including but not limited to trucks, transit mixers or transient equipment that may or may not be
owned by the Contractor. The use of loud sound signals shall be avoided in favor of light
warnings except those required by safety laws for the protection of personnel.
ADD TO BID DOCUMENS RIGHT BEFORE GOING OUT070727 WN **
The Contractor's attention is directed to the city of City of Fontana Municipal code relating
to noise abatement which shall be complied with at all times. A copy of this document is
provided in Attachment 1 and Attachment 2 of these Special Provisions.
4
Full compensation for conforming to the requirements of this section shall be considered as
included in the prices paid for the various contract items of work involved and no additional
compensation will be allowed therefor.
0
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USE WITH 2006 STANDARDS.
Use in projects with Federal funds (inserted by boilerplate by DES -OE).
5 -1.086 PERFORMANCE OF SUBCONTRACTORS
The subcontractors listed by the Contractor in conformance with Section 2- 1.054, "Required
Listing of Proposed Subcontractors," of the Standard Specifications, shall perform the work and
supply the materials for which they are listed, unless the Contractor has received prior written
authorization to perform the work with other forces or to obtain the materials from other sources.
2
The Contractor should notify the Engineer in writing of any changes to its anticipated DBE
participation. This notice should be provided prior to the commencement of that portion of the
work.
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USE WITH 2006 STANDARDS.
Use in projects with Federal funds (inserted by boilerplate by DES -OE).
Replace Para 2 with SSP S5 -420 if applicable.
Designate, as specialty items, only those items which would not normally be
done by any of the possible prime contractors.
5 -1.09 SUBCONTRACTING
Attention is directed to the provisions in Section 8 -1.01, "Subcontracting," of the Standard
Specifications, and these special provisions.
2. Delete when SSP S5 -420 is used and insert SSP S5 -420 here.
The provisions in the third paragraph of Section 8 -1.01, "Subcontracting," of the Standard
Specifications, that the Contractor shall perform with the Contractor's own organization contract
work amounting to not less than 50 percent of the original contract price, is not changed by the
Federal Aid requirement specified under "Required Contract Provisions Federal -Aid
Construction Contracts" in Section 14 of these special provisions that the Contractor perform not
less than 30 percent of the original contract work with the Contractor's own organization.
3
Each subcontract and lower tier subcontracts that may in turn be made shall include the
"Required Contract Provisions Federal -Aid Construction Contracts" in Section 14 of these
special provisions. Noncompliance shall be corrected. Payment for subcontracted work
involved will be withheld from progress payments due, or to become due, until correction is
made. Failure to comply may result in termination of the contract.
4
Pursuant to the provisions of Section 1777.1 of the Labor Code, the Labor Commissioner
publishes and distributes a list of contractors ineligible to perform work as a subcontractor on a
public works project. This list of debarred contractors is available from the Department of
Industrial Relations web site at:
http:// www.dir.ca.gov/DLSE/Debar.html.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate in DES -OE).
5 -1.10 PROMPT PROGRESS PAYMENT TO SUBCONTRACTORS
Attention is directed to the provisions in Sections 10262 and 10262.5 of the Public Contract
Code concerning prompt payment to subcontractors.
CITY 070727 WN **
The City has adopted a prompt payment provision to facilitate timely payment to all
subcontractors/ subconsultants in accordance with regulatory mandates. This provision requires
a Contractor to issue payment to all subcontractors, for satisfactory performance of their
contracts, no later than ten (10) days from receipt of each payment made to the Contractor by the
City.
Commencing with the Contractors second Pay Application Request/ Invoice, the Contractor
shall provide the City with evidence in the form of a signed assurance that the Contractor has
paid all subcontractors/ subconsultants all amounts due for work that the subcontractor/
subconsultant has satisfactorily performed. The statement of compliance, signed under penalty
of perjury, may be included within the Pay Application document or as an attachment.
Attention is directed to the Prompt Payment Certification Form attached as Attachment 4 of
r' these Special Provisions.
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USE WITH 2006 STANDARDS.
Use in all projects (inserted by boilerplate by DES -OE).
5 -1.103 RECORDS
The Contractor shall maintain cost accounting records for the contract pertaining to, and in
such a manner as to provide a clear distinction between, the following 6 categories of costs of
work during the life of the contract:
A. Direct costs of contract item work.
B. Direct costs of changes in character in conformance with Section 4- 1.03C, "Changes in
Character of Work," of the Standard Specifications.
C. Direct costs of extra work in conformance with Section 4- 1.03D, "Extra Work," of the
Standard Specifications.
D. Direct costs of work not required by the contract and performed for others.
E. Direct costs of work performed under a notice of potential claim in conformance with the
provisions in Section 9 -1.04, "Notice of Potential Claim," of the Standard Specifications.
F. Indirect costs of overhead.
2
Cost accounting records shall include the information specified for daily extra work reports
in Section 9- 1.03C, "Records," of the Standard Specifications. The requirements for furnishing
the Engineer completed daily extra work reports shall only apply to work paid for on a force
account basis.
3
The cost accounting records for the contract shall be maintained separately from other
contracts, during the life of the contract, and for a period of not less than 3 years after the date of
acceptance of the contract. If the Contractor intends to file claims against the Department, the
Contractor shall keep the cost accounting records specified above until complete resolution of all
claims has been reached.
0
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ALL NEW
SANBAG REQ 070317 WN **
5 -1. PAYMENT OF WITHHELD FUNDS
Attention is directed to the provisions Section 9 -1.06, "Partial Payments ", and in particular to
the retention provisions of that section.
Section 9 -1.065 of the Standard Specifications is amended to read:
Upon the Contractor's request, pursuant to Public Contract Code Section 22300, the City will
make payment of funds withheld from progress payments to ensure performance of the contract
if the Contractor deposits in escrow with a bank acceptable to the City, securities equivalent to
the amount withheld. The contactor shall be beneficial owner of any securities substituted for
moneys withheld and shall receive any interest thereon. Upon satisfactory completion of the
contract, the securities shall be returned to the Contractor.
Alternatively, upon the Contractor's request, the City will make payment of retentions earned
directly to the escrow agent. The Contractor may direct the investment of the payments into
securities, and the Contractor shall receive the interest earned on the investments upon the same
terms provided for securities deposited by the Contractor. Upon satisfactory completion of the
contract, the Contractor shall receive from the escrow agent all securities, interest and payments
received by the escrow agent from the City, pursuant to the terms in Section 22300 of the Public
Contract Code.
Alternatively, and subject to the approval of the City, the payment of retentions earned may
be deposited directly with a person licensed under Division 6 (commencing with Section 17000)
of the Financial Code as the escrow agent. The payments will be deposited in a trust account
with a federally chartered bank or savings association within 24 hours of receipt by the escrow
agent. The Contractor shall not place any retentions with the escrow agent in excess of the
coverage provided to the escrow agent pursuant to subdivision (b) of Section 17314 of the
Financial Code. Securities eligible for investment shall include those listed n Section 16430 of
the Government Code, bank or savings and loan certificates of deposit, interest - bearing demand
deposit accounts, standby letters of credit or any other security mutually agreed to by the
Contractor and the City.
The escrow agreement used pursuant to this Section 9 -1.065 shall be substantially similar to
Section 22300 of the Public Contract Code, deemed as incorporated herein by reference.
The Contractor shall obtain the written consent of the surety to the agreement.
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USE WITH 2006 STANDARDS.
Use when a majority of the work is away from public traffic, for example, on
new alignments, and not all the requirements of the Vehicle Code apply.
NOTE: Section 591 of the Vehicle Code exempts vehicles used by the
Contractor within the limits of the contract from the requirements in
Divisions 11, 12, 13, 14 and 15 of the Code. This enables the Contractor to
use off - highway construction equipment. This SSP makes those provisions of
the Code we believe to be necessary for the protection of public traffic apply
to the Contractor's vehicles in those areas where public traffic passes
through the work area. Both Section 591 of the Vehicle Code and
Section 7 -1.O1D of the Standard Specifications require the Contractor to
protect public traffic from injury or damage from such off - highway
equipment.
The first Para of Section 7 -1.O1D of the Standard Specifications requires that
all the requirements in Divisions 11, 12, 13, 14, and 15 of the Vehicle Code
apply, as the project limits generally include extensive areas of the traveled
way open to public traffic but not included in the work zone, and we do not
want "off- highway" equipment operating in these areas.
5 -1. HIGHWAY CONSTRUCTION EQUIPMENT
The first paragraph of Section 7- 1.O1D, "Vehicle Code," of the Standard Specifications shall
not apply.
2
Pursuant to the authority contained in Section 591 of the Vehicle Code, the Department has
determined that, within such areas as are within the limits of the project and are open to public
traffic, the following requirements of the Vehicle Code will apply: the lighting requirements in
Section 25803; the brake requirements in Chapter 3, Division 12; the splash apron requirements
in Section 27600; and, when operated on completed or existing treated base, surfacing, pavement
or structures, except as otherwise provided in Section 7 -1.02, "Load Limitations," of the
Standard Specifications, the weight limitation requirements contained in Division 15.
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USE WITH 2006 STANDARDS.
Use on projects where appearance of the work would have an unusual effect
on public opinion. Use of this SSP MUST be justified in PS &E submittal.
5-1._ PROJECT APPEARANCE
The Contractor shall keep the project appearance neat. -- . - . - . • . . ., _
wor k.
2
In all areas of the projectvisible tot e public, the following shall apply:
A. When practicable, broken concrete and debris developed during clearing and grubbing
shall be disposed of concurrently with its removal. If stockpiling is necessary, the
material shall be removed or disposed of weekly.
B. Trash bins shall be furnished for debris from structure construction. Debris shall be
placed in trash bins daily. Forms or falsework that are to be re -used shall be stacked
neatly concurrently with their removal. Forms and falsework that are not to be re -used
shall be disposed of concurrently with their removal.
070727 WN **
C. After the initial trash removal is completed, additional trash removal shall be performed
as necessary to maintain the areas, as specified above, in a neat appearance until the
completion of the project.
3
070727 WN **
Trash removal work shall not include work required to be performed as maintaining water
pollution control practices as specified in "Water Pollution Control" in these special provisions.
Full compensation for conforming to the provisions in this section, not otherwise provided
for, shall be considered as included in prices paid for the various contract items of work involved
and no additional compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
Use with SSP 07 -340 or 07 -345, "Water Pollution Control."
Edit to include reference to any additional RWQCB permits.
1 *. Insert name of RWQCB in whose jurisdiction the project lies.
5 -1. RELATIONS WITH CALIFORNIA REGIONAL WATER QUALITY CONTROL
BOARD
070727 WN **
This project lies within the boundaries of the Santa Ana Regional Water Quality Control
Board (RWQCB).
Use Paras 2 thru 6 only when SSP 07 -345 is used.
2
The State Water Resources Control Board (SWRCB) has issued to the Department a permit
that governs storm water and non -storm water discharges from the Department's properties,
facilities, and activities. The Department's permit is entitled "Order No. 99 - 06 - DWQ, NPDES
No. CAS000003, National Pollutant Discharge Elimination System (NPDES) Permit, Statewide
Storm Water Permit and Waste Discharge Requirements (WDRs) for the State of California,
Department of Transportation ( Caltrans)." Copies of the Department's permit are available for
review from the SWRCB, Storm Water Permit Unit, 1001 "I" Street, P.O. Box 1977,
Sacramento, California 95812 -1977, Telephone: (916) 341 -5254, and may also be obtained at:
http ://www. swrcb. ca. gov/stormwtr/caltrans.html
3. Use for projects outside the Lake Tahoe Hydrologic Unit to specify that
both the Caltrans permit and the general permit apply, including the
modifications to the general that require sampling and analysis plans.
The Department's permit references and incorporates by reference the current statewide
general permit issued by the SWRCB entitled "Order No. 99 -08 -DWQ, National Pollutant
Discharge Elimination System (NPDES) General Permit No. CAS000002, Waste Discharge
Requirements (WDRs) for Discharges of Storm Water Runoff Associated with Construction
Activity" that regulates discharges of storm water and non -storm water from construction
activities disturbing one acre or more of soil in a common plan of development. Sampling and
analysis requirements as specified in SWRCB Resolution No. 2001 -46 are added to the statewide
general permit. Copies of the statewide permit and modifications thereto are available for review
from the SWRCB, Storm Water Permit Unit, 1001 "I" Street, P.O. Box 1977, Sacramento,
California 95812 -1977, Telephone: (916) 341 -5254 and may also be obtained at:
http ://www. swrcb. ca. gov /stormwtr /construction.html
4. Use ONLY for projects within the Lake Tahoe Hydrologic Unit.
070727 WN **
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•
( i s in the Lake Tahoe Hydrologic Unit. The Lake Tahoe regional general
activities eneral c g b • • - • . • . - a s s: . . - - -• ---
General Permit No. CAG616002 for Discharges of Storm Water Runoff Associated with
Construction Activity Involving Land Disturbance in the Lake Tahoe Hydrologic Unit El
. ..:, ' . :•-- . , - _..
from the Lahontan Region South Lake Tahoe Office, 2501 Lake Tahoe Blvd., South Lake Tahoe,
http://www.swreb.ca.gov
5 *• Use ONLY for projects where storm water is regulated under a
project - specific or RWQCB general permit (other than the Lake Tahoe
General Permit). Insert the RWQCB name that issued the permit, permit
title, permit number, and address where a copy of the permit is available.
Also, include Para 2 and 3.
To determine if a project - specific or RWQCB general permit applies to the
project, contact the applicable RWQCB. Contact information for the
RWQCBs is available on the SWRCB Internet web site at
http: / /www.swrcb.ca.gov.
TO BE ADDED CLOSER TO RTL 070727 WN **
The RWQCB has issued a permit which governs storm water and
non -storm water discharges resulting from construction activities in the project area. The
RWQCB permit is entitled "National Pollutant Discharge Elimination System (NPDES) Permit
, Permit No. ." Copies of the RWQCB permit are
available for review from
6
The NPDES permits that regulate this project, as referenced above, are collectively referred
to in this section as the "permits."
7. Use ONLY for projects within the Lake Tahoe Hydrologic Unit when SSP
07 -340 is used.
070727 WN **
Lake Tahoe Hydrologic Unit. The Lalhentan RWQCB . • - : • _ • • - • --- • • •
Lake Tahoe Basin." A copy of the regional permit is available for review from the Lahontan
Region South Lake Tahoe Office, 2501 Lake Tahoe Blvd., South Lake Tahoe, California 96150,
Telephone: (530) 542 5400 and may also be obtained at:
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8. Use only when SSP 07 -345 is used.
This project shall conform to the permits and modifications thereto. The Contractor shall
maintain copies of the permits at the project site and shall make them available during
construction.
9
The Contractor shall know and comply with provisions of Federal, State, and local
regulations and requirements that govern the Contractor's operations and storm water and
non -storm water discharges from the project site and areas of disturbance outside the project
limits during construction. Attention is directed to Sections 7 -1.01, "Laws to be Observed,"
7 -1.11, "Preservation of Property," and 7 -1.12, "Indemnification and Insurance," of the Standard
Specifications.
10
The Contractor shall be responsible for penalties assessed on the Contractor or the
Department as a result of the Contractor's failure to comply with the provisions in "Water
Pollution Control" of these special provisions or with the applicable provisions of the Federal,
State, and local regulations and requirements.
11
Penalties as used in this section shall include fines, penalties, and damages, whether
proposed, assessed, or levied against the Department or the Contractor, including those levied
under the Federal Clean Water Act and the State Porter - Cologne Water Quality Control Act, by
governmental agencies or as a result of citizen suits. Penalties shall also include payments made
or costs incurred in settlement for alleged violations of applicable laws, regulations, or
requirements. Costs incurred could include sums spent instead of penalties, in mitigation or to
remediate or correct violations.
12
WITHHOLDS
The Department will withhold money due the Contractor, in an amount estimated by the
Department, to include the full amount of penalties and mitigation costs proposed, assessed, or
levied as a result of the Contractor's violation of the permits, or Federal or State law, regulations,
or requirements. Funds will be withheld by the Department until final disposition of these costs
has been made. The Contractor shall remain liable for the full amount until the potential liability
is finally resolved with the entity seeking the penalties. Instead of the withhold, the Contractor
may provide a suitable bond in favor of the Department to cover the highest estimated liability
for any disputed penalties proposed as a result of the Contractor's violation of the permits, law,
regulations, or requirements.
13
If a regulatory agency identifies a failure to comply with the permits and modifications
thereto, or other Federal, State, or local requirements, the Department will withhold money due
the Contractor, subject to the following:
A. The Department will give the Contractor 30 days notice of the Department's intention to
withhold funds from payments which may become due to the Contractor before
acceptance of the contract. Funds withheld after acceptance of the contract will be made
without prior notice to the Contractor.
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B. No withholds of additional amounts out of payments will be made if the amount to be
withheld does not exceed the amount being withheld from partial payments in accordance
with Section 9 -1.06, "Partial Payments," of the Standard Specifications.
C. If the Department has withheld funds and it is subsequently determined that the State is
not subject to the entire amount of the costs and liabilities assessed or proposed in
connection with the matter for which the withhold was made, the Department will return
the excess amount withheld to the Contractor in the progress payment following the
determination. If the matter is resolved for less than the amount withheld, the
Department will pay interest at a rate of 6 percent per year on the excess withhold.
14
The Contractor shall notify the Engineer immediately upon request from the regulatory
agencies to enter, inspect, sample, monitor, or otherwise access the project site or the
Contractor's records pertaining to water pollution control work. The Contractor and the
Department shall provide copies of correspondence, notices of violation, enforcement actions, or
proposed fines by regulatory agencies to the requesting regulatory agency.
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Use in Districts 4, 6, 7, 8,10,11, and 12.
Use with SSP 19 -900, "Material Containing Aerially Deposited Lead."
Use in projects with materials containing aerially deposited lead from vehicle
emissions and subject to the conditions of the Variance between the
Department and the Department of Toxic Substances Control regarding the
use of materials containing aerially deposited lead.
Environmental testing of the project MUST have been completed and areas
of contamination defined.
5 -1. AERIALLY DEPOSITED LEAD
Aerially deposited lead is present within the project limits. Aerially deposited lead is lead
deposited within unpaved areas or formerly unpaved areas, primarily due to vehicle emissions.
2
Attention is directed to "Material Containing Aerially Deposited Lead" and "Project
Information" of these special provisions.
3.* Edit for tested sites. Include the title of the appropriate hazardous waste
investigation. Include the location for review of the investigation.
070727 WN **
�✓ Portions of the site investigation report are included in the "Material Information" handout.
The complete report, entitled "Aerially Deposited Lead (ADL) Investigation Report, I -15
Freeway at Duncan Canyon Road Interchange, City of Fontana, San Bernardino County,
California, Prepared by: SECOR International, Inc., Redlands, California," is available for
inspection at the Department of Transportation, District 8, 464 West 4th Street, San Bernardino,
CA, 909 - 383 -4561.
4.* Edit to include the location for review of the Variance or include the
Variance as part of the Material Information handout.
CHECK WITH DISTRICT WHAT FLOOR OR PERSON TO CONTACT
070727 WN **
The Department has received from the California Department of Toxic Substances Control
(DTSC) a Variance regarding the use of material containing aerially deposited lead. This project
is subject to the conditions of the Variance, as amended. The Variance is available for inspection
at the Department of Transportation, District 8, 464 West 4th Street, San Bernardino, CA, 909-
383 -4561.
5
Once the Contractor has completed the placement of material containing aerially deposited
lead in conformance with these special provisions and as directed by the Engineer, the
Contractor shall have no responsibility for such materials. The Department will not consider the
Contractor a generator of such contaminated materials.
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6. Add or delete agencies as applicable.
Insert the RWQCB Region No. and Name
� Insert the AQMD Name.
Excavation, reuse, and disposal of material with aerially deposited lead shall be in
conformance with all rules and regulations including, but not limited to, those of the following
agencies:
A. United States Department of Transportation,
B. United States Environmental Protection Agency,
C. California Environmental Protection Agency,
D. California Department of Health Services,
E. Department of Toxic Substances Control,
F. California Division of Occupational Safety and Health Administration,
G. Integrated Waste Management Board,
H. Regional Water Quality Control Board, Region 8, Santa Ana,
I. State Air Resources Control Board, and
J. South Coast Air Quality Management District.
7
Materials containing hazardous levels of lead shall be transported and disposed of in
conformance with Federal and State laws and regulations, as amended, and county and municipal
ordinances and regulations, as amended. Laws and regulations that govern this work include, but
are not limited to:
A. Health and Safety Code, Division 20, Chapter 6.5 (California Hazardous Waste Control
Act),
B. Title 22, California Code of Regulations, Division 4.5 (Environmental Health Standards
for the Management of Hazardous Waste), and
C. Title 8, California Code of Regulations.
0
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i ALL NEW **
Page 1 of 1
5 -1. PREVENTION AND CONTROL OF THE INTRODUCTION AND SPREAD OF
INVASIVE SPECIES
The project is subject to Executive Order 13112 (64 FR 6183), the Prevention and Control of
the Introduction and Spread of Invasive Species. Any and all invasive species shall be controlled
by implantation of proper Best Management Practices (BMPs) and following the guidelines set
forth by Executive Order 13112 (64 FR 6183).
The Contractor shall be fully informed of the requirements of this agreement as well as rules,
regulations, and conditions that may govern the Contractor's operations and shall conduct the
work accordingly.
Attention is directed to Section 7 -1.01 "Laws to be Observed," and Section 7 -1.04
"Permits and Licenses," of the Standard Specifications regarding State and Federal regulations,
permits, or agreements which pertain to the fly.
The provisions of this section shall be made a part of every subcontract executed pursuant to
this contract.
Full compensation for complying with requirements of this section shall be considered as
included in the contract price paid for the items involved, and no additional compensation will be
allowed therefor.
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USE WITH 2006 STANDARDS.
Use when existing plants are to be preserved.
5 -1. PRESERVATION OF PROPERTY
Attention is directed to Section 7 -1.11, "Preservation of Property," of the Standard
Specifications and these special provisions.
2. Edit when other minimum size replacements are required.
070727 WN **
Existing trees, shrubs and other plants, that are not to be removed as shown on the plans or
specified in these special provisions, and are injured or damaged by reason of the Contractor's
operations, shall be replaced by the Contractor with an equivalent sized plant. The minimum
be No. 15 container. Replacement ground cover plants shall be from flats and shall be planted
300 mm on center. Replacement of Carpobrotus ground cover plants shall bc from cuttings and
shall bc planted 300 mm on ccntor. Rcplaccmcnt planting shall conform to the requirements in
Section 20 4.07, "Replacement," of the Standard Specifications. Tho Contractor shall water
replacement plants in conformance with the provisions in Section 20 4.06, "Watering," of tho
Standard Specifications.
3
Damaged or injured plants shall be removed and disposed of outside the highway right of
way in conformance with the provisions in Section 7 -1.13 of the Standard Specifications. At the
option of the Contractor, removed trees and shrubs may be reduced to chips. The chipped
material shall be spread within the highway right of way at locations designated by the Engineer.
4. Use when there is a plant establishment period. Delete Para 5 when Para
4 is used.
Replacement planting of injured or damaged trees, shrubs, and other plants shall be
completed prior to the start of the plant establishment period. Replacement planting shall
conform to the provisions in Section 20 -4.05, "Planting," of the Standard Specifications.
5. Use when there is no plant establishment period. Delete Para 4 when Para
5 is used.
070727 WN **
not less than 20 working days prior to acceptance of the contract. Replacement plants shall bo
When working on or adjacent to private property, the Contractor shall pay particular attention
to his methods and operations so as to minimize disturbance to adjacent property. Coordination
with the Engineer when working adjacent to private property is of paramount importance. Any
damage to private property shall be immediately reported to the Engineer. Nothing within this
Special Provision shall relieve the Contractor from the provisions of Section 7 -1.11 of the
Standard Specifications.
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Page 1 of 2
USE WITH 2006 STANDARDS
Use in ALL projects (inserted by boilerplate by DES -OE.)
5 -1.105 ARCHAEOLOGICAL DISCOVERIES
If archaeological materials, including but not limited to human skeletal material and
disarticulated human bone, are discovered at the job site, protect and leave undisturbed and in
place archaeological materials in accordance with the following codes and these special
provisions:
1. California Public Resources Code, Division 5, Chapter 1.7 § 5097.5
2. California Public Resources Code, Division 5, Chapter 1.75 § 5097.98 and § 5097.99
3. California Administrative Code, Title 14 § 4308
4. California Penal Code, Part 1, Title 14 § 622 -1/2
5. California Health and Safety Code, Division 7, Part 1, Chapter 2, § 7050.5
2
Archaeological materials are the physical remains of past human activity and include
historic -period archaeological materials and prehistoric Native American archaeological
materials. Nonhuman fossils are not considered to be archaeological except when showing direct
evidence of human use or alteration or when found in direct physical association with
archaeological materials as described in these special provisions.
3
Historic -period archaeological materials include cultural remains beginning with initial
European contact in California, but at least 50 years old. Historical archaeological materials
include:
1. Trash deposits or clearly defined disposal pits containing tin cans, bottles, ceramic dishes,
or other refuse indicating previous occupation or use of the site
2. Structural remains of stone, brick, concrete, wood, or other building material found above
or below ground or
3. Human skeletal remains from the historic period, with or without coffins or caskets,
including any associated grave goods
4
Prehistoric Native American archaeological materials include:
1. Human skeletal remains or associated burial goods such as beads or ornaments
2. Evidence of tool making or hunting such as arrowheads and associated chipping debris of
fine - grained materials such as obsidian, chert, or basalt
3. Evidence of plant processing such as pestles, grinding slabs, or stone bowls
4. Evidence of habitation such as cooking pits, stone hearths, packed or burnt earth floors or
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5. Remains from food processing such as concentrations of discarded or burnt animal bone,
shellfish remains, or burnt rocks used in cooking
5
Immediately upon discovery of archaeological materials, stop all work within a 60 -foot
radius of the archaeological materials and immediately notify the Engineer. Archaeological
materials found during construction are the property of the State. Do not resume work within the
60 -foot radius of the find until the Engineer gives you written approval. If, in the opinion of the
Engineer, completion of the work is delayed or interfered with by reason of an archeological find
or investigation or recovery of archeological materials, you will be compensated for resulting
losses and an extension of time will be granted in the same manner as provided for in Section
8 -1.09, "Right of Way Delays," of the Standard Specifications.
6
The Department may use other forces to investigate and recover archaeological materials
from the location of the find. When ordered by the Engineer furnish labor, material, tools and
equipment, to secure the location of the find, and assist in the investigation or recovery of
archaeological materials and the cost will be paid for as extra work as provided in Section
4- 1.03D, "Extra Work," of the Standard Specifications.
7
Full compensation for immediately notifying the Engineer upon discovery of archaeological
materials and leaving undisturbed and in place archaeological materials discovered on the job
site shall be considered as included in the contract price paid for various items of work involved
and no additional compensation will be allowed therefor.
0
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Page 1 of 2
USE WITH 2006 STANDARDS.
Use on Highway Planting Projects and on Highway Construction Projects
with Highway Planting
Include funds in the Engineer's Estimate under Supplemental Work for
Damage Repair.
5 -1. DAMAGE REPAIR
Attention is directed to Section 7 -1.16, "Contractor's Responsibility for the Work and
Materials," and Section 7- 1.165, "Damage by Storm, Flood, Tsunami or Earthquake," of the
Standard Specifications and these special provisions.
2. Use Para 2 thru 5 on all highway planting projects that are not part of a
road construction project.
070727 WN **
the Engineer. Damage repair will bc paid for as extra work as provided in
Section 4 1.03D, "Extra Work," of the Standard Specifications.
3.
070727 WN **
right of way shall be repaired as directed by thc Engineer. The total cost of ordered repair work
will be paid for as extra work as provided in Section 4 1.03D, "Extra Work," of the Standard
Specifications,
4.
070727 WN **
5 *. Insert base figure, normally 5 percent of Plant Establishment Work
estimated cost or $2,000 whichever is greater.
070727 WN **
by the Engineer. The cost of the repairs which exceed thc accumulated sum of $ will be
borne equally by the State and the Contractor. The division of cost will bc made by determining
the cost of repairs in conformance with thc provisions in Section 9 1.03, "Force Account
Payment," of thc Standard Specifications, and paying to the Contractor one half of the cost
which exceeds the sum of $
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6.
*
which the plants will not mature as typical examples of their spcci • , - - - - : • - • - -
for as extra work as provided in Section 1 1 1.03D, "Extra Work," of the Standard Specifications.
•- - ., -• - - - - -
damaged-to-the degree described above.
7.
070727 WN **
which the plants will not mature as typical examples of their species, the Engineer may direct
been restricted or stopped, will be paid for as extra work as provided in Section 4 1.03D, "Extra
Work," of the Standard Specifications. Restriction or shutoff of available water shall not relieve
the Contractor from performing othcr contract work. A drought condition occurs when the
8.
When the provisions in Section 7- 1.165, "Damage by Storm, Flood, Tsunami or Earthquake,"
of the Standard Specifications are applicable, the provisions above for payment of costs for
repair of damage due to rain, freezing conditions and drought shall not apply.
0
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{ XE "S5- 790_E_A06- 30 -06" }
Page 1 of 1
USE WITH 2006 STANDARDS.
Use Para 6 of SSP 20 -550.
Use for Highway Construction projects with a plant establishment period.
Use on Highway Planting projects with hardscape (rock blanket, AC, MVP,
etc.).
5 -1._ RELIEF FROM MAINTENANCE AND RESPONSIBILITY
The Contractor may be relieved of the duty of maintenance and protection for those items not
directly connected with plant establishment work in conformance with the provisions in
Section 7 -1.15, "Relief From Maintenance and Responsibility," of the Standard Specifications.
Water pollution control, maintain existing planted areas, maintain existing irrigation facilities,
transplant trees, and transplant palm trees shall not be relieved of maintenance.
c
0
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C Page l of l
USE WITH 2006 STANDARDS.
Use in ALL projects.
SECTION 6. (BLANK)
SECTION 7. (BLANK)
SECTION 8. MATERIALS
SECTION 8 -1. MISCELLANEOUS
c
0
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Page 1 of 9
USE WITH 2006 STANDARDS.
Use in ALL projects.
DO NOT EDIT.
8 -1. PREQUALIFIED AND TESTED SIGNING AND DELINEATION MATERIALS
The Department maintains the following list of Prequalified and Tested Signing and
Delineation Materials. The Engineer shall not be precluded from sampling and testing products
on the list of Prequalified and Tested Signing and Delineation Materials.
2
The manufacturer of products on the list of Prequalified and Tested Signing and Delineation
Materials shall furnish the Engineer a Certificate of Compliance in conformance with the
provisions in Section 6 -1.07, "Certificates of Compliance," of the Standard Specifications for
each type of traffic product supplied.
3
For those categories of materials included on the list of Prequalified and Tested Signing and
Delineation Materials, only those products shown within the listing may be used in the work.
Other categories of products, not included on the list of Prequalified and Tested Signing and
Delineation Materials, may be used in the work provided they conform to the requirements of the
�r•► Standard Specifications.
4
Materials and products may be added to the list of Prequalified and Tested Signing and
Delineation Materials if the manufacturer submits a New Product Information Form to the New
Product Coordinator at the Transportation Laboratory. Upon a Departmental request for
samples, sufficient samples shall be submitted to permit performance of required tests. Approval
of materials or products will depend upon compliance with the specifications and tests the
Department may elect to perform.
5
PAVEMENT MARKERS, PERMANENT TYPE
6
Retroreflective With Abrasion Resistant Surface (ARS)
1. Apex, Model 921AR (4" x 4 ")
2. Ennis Paint, Models C88 (4" x 4 "), 911 (4" x 4 ") and 953 (2.75" x 4.5 ")
3. Ray -O -Lite, Model "AA" ARS (4" x 4 ")
4. 3M Series 290 (3.5" x 4 ")
5. 3M Series 290 PSA, with pressure sensitive adhesive pad (3.5" x 4 ")
7
Retroreflective With Abrasion Resistant Surface (ARS)
(for recessed applications only)
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1. Ennis Paint, Model 948 (2.3" x 4.7 ")
2. Ennis Paint, Model 944SB (2" x 4 ")*
3. Ray -O -Lite, Model 2002 (2" x 4.6 ")
4. Ray -O -Lite, Model 2004 ARS (2" x 4 ")*
*For use only in 4.5 inch wide (older) recessed slots
8
Non - Reflective, 4 -inch Round
1. Apex Universal (Ceramic)
2. Apex Universal, Models 929 (ABS) and 929PP (Polypropylene)
3. Glowlite, Inc. (Ceramic)
4. Hi -Way Safety, Inc., Models P20 -2000W and 2001Y (ABS)
5. Interstate Sales, "Diamond Back" (Polypropylene)
6. Novabrite Models Cdot (White) Cdot -y (Yellow), Ceramic
7. Novabrite Models Pdot -w (White) Pdot -y (Yellow), Polypropylene
8. Three D Traffic Works TD10000 (ABS), TD10500 (Polypropylene)
9
PAVEMENT MARKERS, TEMPORARY TYPE
10
Temporary Markers For Long Term Day/Night Use (6 months or less)
1. Vega Molded Products "Temporary Road Marker" (3" x 4 ")
11
Temporary Markers For Short Term Day/Night Use (14 days or less)
(For seal coat or chip seal applications, clear protective covers are required)
1. Apex Universal, Model 932
2. Filtrona Extrusion, Models T.O.M., T.R.P.M., and "HH" (High Heat)
3. Hi -Way Safety, Inc., Model 1280/1281
4. Glowlite, Inc., Model 932
12
STRIPING AND PAVEMENT MARKING MATERIAL
13
Permanent Traffic Striping and Pavement Marking Tape
1. Advanced Traffic Marking, Series 300 and 400
2. Brite -Line, Series 1000
3. Brite -Line, "DeltaLine XRP"
4. Swarco Industries, "Director 35" (For transverse application only)
5. Swarco Industries, "Director 60"
6. 3M, "Stamark" Series 380 and 5730
7. 3M, "Stamark" Series 420 (For transverse application only)
0
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14
Temporary (Removable) Striping and Pavement Marking Tape (6 months or less)
1. Advanced Traffic Marking, Series 200
2. Brite -Line, Series 100
3. Garlock Rubber Technologies, Series 2000
4. P.B. Laminations, Aztec, Grade 102
5. Swarco Industries, "Director -2"
6. Trelleborg Industries, R140 Series
7. 3M Series 620 "CR ", and Series A750
8. 3M Series A145, Removable Black Line Mask
(Black Tape: for use only on Asphalt Concrete Surfaces)
9. Advanced Traffic Marking Black "Hide -A- Line"
(Black Tape: for use only on Asphalt Concrete Surfaces)
10. Brite -Line "BTR" Black Removable Tape
(Black Tape: for use only on Asphalt Concrete Surfaces)
11. Trelleborg Industries, RB -140
(Black Tape: for use only on Asphalt Concrete Surfaces)
15
Preformed Thermoplastic (Heated in place)
1. Flint Trading Inc., "Hot Tape"
2. Flint Trading Inc., "Premark Plus"
3. Ennis Paint Inc., "Flametape"
16
Ceramic Surfacing Laminate, 6" x 6"
1. Highway Ceramics, Inc.
17
CLASS 1 DELINEATORS
18
One Piece Driveable Flexible Type, 66 -inch
1. Filtrona Extrusion, "Flexi -Guide Models 400 and 566"
2. Carsonite, Curve -Flex CFRM -400
3. Carsonite, Roadmarker CRM -375
4. FlexStake, Model 654 TM
5. GreenLine Model CGD1 -66
19
Special Use Type, 66 -inch
1. Filtrona Extrusion, Model FG 560 (with 18 -inch U- Channel base)
2. Carsonite, "Survivor" (with 18 -inch U- Channel base)
® 3. Carsonite, Roadmarker CRM -375 (with 18 -inch U- Channel base)
4. FlexStake, Model 604
5. GreenLine Model CGD (with 18 -inch U- Channel base)
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6. Impact Recovery Model D36, with #105 Driveable Base
7. Safe -Hit with 8 -inch pavement anchor (SH248 -GP1)
8. Safe -Hit with 15 -inch soil anchor (SH248 -GP2) and with 18 -inch soil anchor
(SH248 -GP3)
20
Surface Mount Type, 48 -inch
1. Bent Manufacturing Company, Masterflex Model MF- 180EX -48
2. Carsonite, "Channelizer"
3. FlexStake, Models 704, 754 TM, and EB4
4. Impact Recovery Model D48, with #101 Fixed (Surface - Mount) Base
5. Three D Traffic Works "Channelflex" ID No. 522248W
21
CHANNELIZERS
22
Surface Mount Type, 36 -inch
1. Bent Manufacturing Company, Masterflex Models MF- 360 -36 (Round) and MF- 180 -36
(Flat)
2. Filtrona Extrusion, Flexi -Guide Models FG300PE, FG300UR, and FG300EFX
3. Carsonite, "Super Duck" (Round SDR -336)
4. Carsonite, Model SDCF03601MB "Channelizer"
5. FlexStake, Models 703, 753 TM, and EB3
6. GreenLine, Model SMD -36
7. Hi -way Safety, Inc. "Channel Guide Channelizer" Model CGC36
8. Impact Recovery Model D36, with #101 Fixed (Surface - Mount) Base
9. Safe -Hit, Guide Post, Model SH236SMA
10. Three D Traffic Works "Boomerang" ID No. 522053W
23
Lane Separation System
1. Filtrona Extrusion, "Flexi -Guide (FG) 300 Curb System"
2. Qwick Kurb, "Klemmfix Guide System"
3. Recycled Technology, Inc. "Safe -Lane System"
4. Dura -Curb System
24
CONICAL DELINEATORS, 42 -inch
(For 28 -inch Traffic Cones, see Standard Specifications)
1. Bent Manufacturing Company "T -Top"
2. Plastic Safety Systems "Navigator -42"
3. TrafFix Devices "Grabber"
® 4. Three D Traffic Works "Ringtop" TD7000, ID No. 742143
5. Three D Traffic Works, TD7500
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25
OBJECT MARKERS
26
Type "K", 18-inch
1. Filtrona Extrusion, Model FG318PE
2. Carsonite, Model SMD 615
3. FlexStake, Model 701 KM
4. Safe -Hit, Model SH718SMA
27
Type "K -4" / "Q" Object Markers, 24 -inch
1. Bent Manufacturing "Masterflex" Model MF- 360 -24
2. Filtrona Extrusion, Model FG324PE
3. Carsonite, "Channelizer"
4. FlexStake, Model 701KM
5. Safe -Hit, Models SH824SMA_WA and SH824GP3_WA
6. The Line Connection, Model DP21 -4Q
7. Three D Traffic Works ID No. 531702W and TD 5200
8. Three D Traffic Works ID No. 520896W
28
CONCRETE BARRIER MARKERS AND
�✓ TEMPORARY RAILING (TYPE K) REFLECTORS
29
Impactable Type
1. ARTUK, "FB"
2. Filtrona Extrusion, Models PCBM -12 and PCBM -T12
3. Duraflex Corp., "Flexx 2020" and "Electriflexx"
4. Hi -Way Safety, Inc., Model GMKRM100
5. Plastic Safety Systems "BAM" Models OM -BARR and OM -BWAR
6. Three D Traffic Works "Roadguide" Model TD 9304
30
Non - Impactable Type
1. ARTUK, JD Series
2. Plastic Safety Systems "BAM" Models OM- BITARW and OM- BITARA
3. Vega Molded Products, Models GBM and JD
4. Plastic Vacuum Forming, "Cap -It C400"
31
METAL BEAM GUARD RAIL POST MARKERS
(For use to the left of traffic)
1. Filtrona Extrusion, "Mini" (3" x 10 ")
2. Creative Building Products, "Dura -Bull, Model 11201"
3. Duraflex Corp., "Railrider"
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08- 422301
4. Plastic Vacuum Forming, "Cap -It C300"
32
CONCRETE BARRIER DELINEATORS, 16 -inch
(For use to the right of traffic)
1. Filtrona Extrusion, Model PCBM T -16
2. Safe -Hit, Model SH216RBM
33
CONCRETE BARRIER- MOUNTED MINI -DRUM (10" x 14" x 22 ")
1. Stinson Equipment Company "SaddleMarker"
34
GUARD RAILING DELINEATOR
(Place top of reflective element at 48 inches above plane of roadway)
35
Wood Post Type, 27 -inch
1. Filtrona Extrusion, FG 427 and FG 527
2. Carsonite, Model 427
3. FlexStake, Model 102 GR
4. GreenLine GRD 27
5. Safe -Hit, Model SH227GRD
�✓ 6. Three D Traffic Works "Guardflex" TD9100
7. New Directions Mfg, NDM27
36
Steel Post Type
1. Carsonite, Model CFGR -327 with CFGRBK300 Mounting Bracket
37
RETROREFLECTIVE SHEETING
38
Channelizers, Barrier Markers, and Delineators
1. Avery Dennison T -6500 Series (For rigid substrate devices only)
2. Avery Dennison WR -7100 Series
3. Nippon Carbide Industries, Flexible Ultralite Grade (ULG) II
4. Reflexite, PC -1000 Metalized Polycarbonate
5. Reflexite, AC -1000 Acrylic
6. Reflexite, AP -1000 Metalized Polyester
7. Reflexite, Conformalight, AR -1000 Abrasion Resistant Coating
8. 3M, High Intensity
0
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39
Traffic Cones, 4 -inch and 6 -inch Sleeves
1. Nippon Carbide Industries, Flexible Ultralite Grade (ULG) II
2. Reflexite, Vinyl, "TR" (Semi - transparent) or "Conformalight"
3. 3M Series 3840
4. Avery Dennison S -9000C
40
Drums
1. Avery Dennison WR -6100
2. Nippon Carbide Industries, Flexible Ultralite Grade (ULG) II
3. Reflexite, "Conformalight ", "Super High Intensity" or "High Impact Drum Sheeting"
4. 3M Series 3810
41
Barricades: Type I, Medium - Intensity (Typically Enclosed Lens, Glass -Bead
Element)
1. Nippon Carbide Industries, CN8117
2. Avery Dennison, W 1100 series
3. 3M Series CW 44
42
Barricades: Type II, Medium - High - Intensity (Typically Enclosed Lens, Glass -Bead
Element)
1. Avery Dennison, W -2100 Series
43
Signs: Type II, Medium - High - Intensity (Typically Enclosed Lens, Glass -Bead
Element)
1. Avery Dennison, T -2500 Series
2. Nippon Carbide Industries, Nikkalite 18000
44
Signs: Type III, High - Intensity (Typically Encapsulated Glass -Bead Element)
1. Avery Dennison, T -5500A and T -6500 Series
2. Nippon Carbide Industries, Nikkalite Brand Ultralite Grade II
3. 3M 3870 and 3930 Series
45
Signs: Type IV, High - Intensity (Typically Unmetallized Microprismatic Element)
1. Avery Dennison, T -6500 Series
2. Nippon Carbide Industries, Crystal Grade, 94000 Series
3. Nippon Carbide Industries, Model No. 94847 Fluorescent Orange
4. 3M Series 3930 and Series 3924S
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46
Signs: Type VI, Elastomeric (Roll -Up) High - Intensity, without Adhesive
1. Avery Dennison, WU -6014
2. Novabrite LLC, "Econobrite"
3. Reflexite "Vinyl"
4. Reflexite "SuperBright"
5. Reflexite "Marathon"
6. 3M Series RS20
47
Signs: Type VII, Super- High - Intensity (Typically Unmetallized Microprismatic
Element)
1. 3M Series 3924S, Fluorescent Orange
2. 3M LDP Series 3970
48
Signs: Type VIII, Super- High - Intensity (Typically Unmetallized Microprismatic
Element)
1. Avery Dennison, T -7500 Series
2. Avery Dennison, T -7511 Fluorescent Yellow
3. Avery Dennison, T -7513 Fluorescent Yellow Green
4. Avery Dennison, W -7514 Fluorescent Orange
5. Nippon Carbide Industries, Nikkalite Crystal Grade Series 92800
6. Nippon Carbide Industries, Nikkalite Crystal Grade Model 92847 Fluorescent Orange
49
Signs: Type IX, Very- High - Intensity (Typically Unmetallized Microprismatic
Element)
1. 3M VIP Series 3981 Diamond Grade Fluorescent Yellow
2. 3M VIP Series 3983 Diamond Grade Fluorescent Yellow /Green
3. 3M VIP Series 3990 Diamond Grade
4. Avery Dennison T -9500 Series
5. Avery Dennison, T9513, Fluorescent Yellow Green
6. Avery Dennison, W9514, Fluorescent Orange
50
SPECIALTY SIGNS
51
1. Reflexite 'Endurance" Work Zone Sign (with Semi -Rigid Plastic Substrate)
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52
ALTERNATIVE SIGN SUBSTRATES
53
Fiberglass Reinforced Plastic (FRP) and Expanded Foam PVC
1. Fiber -Brite (FRP)
2. Sequentia, "Polyplate" (FRP)
3. Inteplast Group "InteCel" (0.5 inch for Post - Mounted CZ Signs, 48 -inch or less)(PVC)
54
Aluminum Composite, Temporary Construction Signs Only
1. Alcan Composites "Dibond Material, 80 mils"
2. Mitsubishi Chemical America, Alpolic 350
c
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{ XE "S8- M10 01 -06" }
Page 1 of 2
USE WITH 2006 STANDARDS.
Use in projects with State - furnished materials. Delete materials that will be
furnished by the Contractor.
8 -1. STATE- FURNISHED MATERIALS
Attention is directed to Section 6 -1.02, "State- Furnished Materials," of the Standard
Specifications and these special provisions.
2. Edit as appropriate. Delete Paras that are not applicable and when
materials are furnished by the Contractor. Realphabetize remaining Paras
after editing.
The following materials will be furnished to the Contractor:
070727 WN **
B. Sign overlay panels for roadside signs and overhead sign structures.
C. Mast arm situ hanger assemblies
Use when project includes laminated wood box post signs.
E. Hardware for mounting sign panels as follows:
1. Aluminum closure inserts for multiple panel laminated signs.
sign structures.
3. A 3 mounting hardware for mounting overhead formed panels.
F. Padlocks for backflow preventer assembly enclosures, walk gates, and irrigation
controller enclosure cabincts.
H. Marker panels, including reflectors, for Type N, Type P, and Type R objcct markers.
and sign lighting fixtures.
J. Magnetic detector amplifiers and magnetic sensing elements.
K. Loop detector unit sensors.
Edit as applicable. Change assembly to assemblies as applicable.
L. Modcl 170 controller assembly, including controller unit, completely wired controller
M. Modems
N. Asphaltic concrete s alant for inductive detector loop installations.
Q. Reclaimed water warning signs.
A. Reflectors and adhesive for temporary railing (Type K)
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3.* Use when controller assemblies are State - furnished.
070727 WN **
will be furnished to the Contractor at
4.* Use when changeable message signs are State - furnished.
070727 WN **
•
5.* Use if the Contractor is to pick up State - furnished sign panels and
overlay panels from the District Warehouse.
070727 WN **
located at
6.* Use when Para 3, Para 4 or Para 5 is used and the Contractor is to pick
up material from the District. If Para 5 is not used, delete the last sentence
and "the District Warehouse Manager, Telephone ( ) _ - and" in the
first sentence.
070727 WN **
The Contractor shall notify the District ger, Telephone and
the Engineer not less than 7248 hours before State - furnished material is to be picked up by the
Contractor. A full description of the material and the time the material will be picked up shall be
provided. Tho number, typc, and size of the sign panels, and the contract number shall also be
. .. • . . _ ! ' • .. - ' . • a • . The location of the equipment shall be withing 25
miles of the project site. The Contractor shall provide his own equipment and personnel to load
and haul the equipment.
Use Paras 7 and 8 when recycled material is to be used.
7 *. Specify only one location.
070727 WN **
Tho following recycled material will bo available to thc Contractor at tho District Recycle
Center at
A.
B.
C.
D.
E.
F.
8.*
070727 WN **
(_) not less than '18 hours before recycled material is to be picked up, giving thc
District Recycle Coordinator a full description of thc material, the time the material will be
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® { XE "S8- M25 01 -06" }
Page 1 of 4
USE WITH 2006 STANDARDS.
Use in ALL District 07, 08, 11, & 12 projects.
1. Delete Item E when project is located in a noncorrosive and arid location.
8 -1. SLAG AGGREGATE
070727 WN **
Slag aggregate shall not be used for this project.
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.
E. Nonrcinforced portland cement concrete component or structure for which a Class 1
Surface Finish is required by the provisions in Section 51 1.18B, "Class 1 Surface
Finish," of the Standard Specifications.
2
Aggrcgatc produced from slag resulting from a steel making process shall not bc used for a
n f r por B orrow .
B. Aggregate Subbase.
C. Class 2 Aggrcgatc Basc.
D. Asphalt Concrete.
3
... _ - - - .... - -: 'a. .•
aggregate.
4
of slag. The material in each individual stockpile shall bc assigned a unique lot number and each
stockpile shall be identified with a permanent system of signs. The supplier shall maintain a
permanent record of the dates on which stockpiles are completed and controlled aging begun, of
- - .- . .. - ; - -: ;.,: - .. . , -s tests were made and the resu lts
® of these tests. Moisture tcsts shall bc made at list once ach week. No credit for aging will he
.. .. _ hich show a moisture content of 6 percent or less.
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The stockpiles and records shall be available to the Engineer during norma • _ - •
inspection, check testing and review.
5
The supplier shall notify the Transportation Laboratory when each stockpile is completed and
period is initiated. A further notification shall be sent whcn controlled aging is-co ed
6
portion of a stockpile that is used in the work will be considered a lot. The Certificates of
Compliance shall state that the steel slag aggregate has been aged in a stockpile for at least
3 months at a moisture content in excess of 6 percent of thc dry weight of thc aggregate.
7
Stool slag used for imported borrow shall be weathered for at lest 3 months. Prior to the use
of steel slag as imported borrow, the supplier shall furnish a Certificate of Compliance in
conformance with the provisions in Section 6 1.07, "Certificates of Compliance," of the Standard
• . - . . ' ., ce shall state that the steel slag has been weathered
for at least 3 months.
8
-• . : -
:• - • _ -• : , he slag was aged, and the date that thc stockpile was
completed and controlled aging begun.
9
•
combinations with steel slag aggregate to produce tho specified gradings, for those items for
10
slag shall mect thc applicable qu • • - -• • • - • -
11
is used. The grading will be determined by California Test 202, modified by California Test 105
12
.g shall be placed within one foot, mesurod in any direction,
13
by California Tcst 303, will not apply.
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14 *. Use when imported borrow is paid for by the ton. Edit for topsoil
thickness. Delete when either Para 15 or Para 16 is used.
When slag aggregate is used for imported borrow, a layer of not less than fcct of
topsoil, m surcd after compaction, shall bc placed over the slag aggregate in areas where
highway planting is to bo performed. In other areas, slag aggregate used for embankment
construction shall not bc placed within 18 inches of finished slope lines, measured normal to the
plane of the slope. Full compensation for furnishing and placing topsoil and cover, as provided
herein, shall be considered as included in the contract price paid per ton for imported borrow and
15 *. Use when imported borrow is paid for by the cubic yard. Edit for
topsoil thickness. Delete when either Para 14 or Para 16 is used.
When slag aggregate is used for imported borrow, a layer of not less than feet of
topsoil, measured after compaction, shall be placed over thc slag aggregate in areas where
highway planting is to bc performed. In other areas, slag aggregate used for embankment
plane of the slope. Full compcnsa • : • -• - . - .. - _ opsoil and cover, as provided
herein, shall bc considered as included in thc contract price paid per cubic yard for imported
16. Use when Paras 14 & 15 are not used.
17
• If steel slag aggregates arc used to make asphalt concrotc, there shall bc no other aggregates
.. .. . - . . es or natural aggregates, or a combination thereof. If
iron blast furnace aggregates or natural aggregates or a combination thereof aro used in the mix,
ach type of aggregate shall bc fed to the drier at a uniform rate. The rate of feed of each typc of
aggregate shall bc maintained within 10 percent of the amount sct. Adequate means shall be
provided for controlling and checking the accuracy of the feeder.
18
• 1 „ „
type of slag aggregate shall also be sto . .., . - - . • ... _gregatc
19
Asphalt concrete produced from more than one of the following shall not be placed in thc
combination thereof. Once a typc of aggregate or aggregates is selected, it shall not bo changed
without prior approval by thc Engineer.
20
compacted stabilomctor tcst specimen is in excess of 2.10, thc quantity of asphalt concrete to be
the procedures in California Test 304 and the specific gravity efthe s: • -- - - • : - --- • -
dividing the result by the specific gravity of the compacted stabilometer tcst specimen. Such
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reduction in quantity will be determined and applied as often as is necessary to ensure accurate
results as determined by the Engineer.
fir✓
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USE WITH 2006 STANDARDS.
Use in projects with engineering fabric.
8 -1. ENGINEERING FABRICS
Engineering fabrics shall conform to the provisions in Section 88, "Engineering Fabrics," of
the Standard Specifications and these special provisions.
2. Use when required by use of filter fabric on structure work or when
staged construction may require filter fabric to be exposed for more than 72
hours.
Filter fabric for this project shall be ultraviolet (UV) ray protected.
3. Use when filter fabric or rock slope protection fabric are required AND
there are less than 60 working days for the project.
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USE WITH 2006 STANDARDS.
Use in ALL projects. Delete Section 8 -2 title that is not applicable.
SECTION 8 -2. CONCRETE
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USE WITH 2006 STANDARDS.
Use in ALL projects.
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.
2
The Department maintains a list of sources of fine and coarse aggregate that have been
approved for use with a reduced amount of supplementary cementitious material 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 from a qualified testing laboratory that verify the aggregate
complies with the requirements. Before the testing starts, 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 perform. Approval will expire 3 years from the date the most recent
registered and evaluated sample was collected from the aggregate source.
3
Qualified testing laboratories shall conform to the following requirements:
1. 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 each test of the previous 2 sets of concrete
samples.
2. 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.
4
Aggregates on the list shall conform to one of the following requirements:
1. 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
2. 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.
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5
If the aggregates used in the concrete are on the Department's list, the minimum amount of
supplementary cementitious material shall conform to the following:
1. If fly ash or natural pozzolan conforming to the provisions in Section 90- 2.O1C,
"Required Use of Supplementary Cementitious Materials," of the Standard Specifications
is used, the minimum amount of supplementary cementitious material shall be 15 percent
by weight of the total cementitious material; or
2. If silica fume conforming to the provisions in Section 90- 2.O1C, "Required Use of
Supplementary Cementitious Materials," of the Standard Specifications is used, the
minimum amount of supplementary cementitious material shall be 7 percent by weight of
the total cementitious material.
6
The limitation on tricalcium silicate (C3S) content in Type II cement specified in
Section 90- 2.O1A, "Cement," of the Standard Specifications shall not apply.
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USE WITH 2006 STANDARDS.
Use this specification when the project includes precast piles, girders, deck
units, or MSE panels (Para 2). Use also for other work that requires precast
concrete quality control, e.g., when miscellaneous precast members are
structural in nature, and have been designed specifically for a project
(Para 3).
8 -2. PRECAST CONCRETE QUALITY CONTROL
GENERAL
Precast concrete quality control shall conform to these special provisions.
2
Unless otherwise specified, precast concrete quality control shall apply when any precast
concrete members are fabricated in conformance with the provisions in Section 49, "Piling," or
Section 51, "Concrete Structures," of the Standard Specifications.
3 *. Give a SPECIFIC description of the work, not already covered in
Sections 49 or 51 of the Standard Specifications, for which Precast Concrete
Quality Control is to apply. Check with the Prestressed Concrete Committee
and Structure Construction before using this para.
NEED TO EDIT 070727 WN **
In addition, precast concrete quality control shall apply when precast members are fabricated
for the following work:
A.
B.
C.
4
Quality Control (QC) shall be the responsibility of the Contractor. The Contractor's QC
inspectors shall perform inspection and testing prior to precasting, during precasting, and after
precasting, and as specified in this section and additionally as necessary to ensure that materials
and workmanship conform to the details shown on the plans, and to the specifications.
5
Quality Assurance (QA) is the prerogative of the Engineer. Regardless of the acceptance for
a given precast element by the Contractor, the Engineer will evaluate the precast element. The
Engineer will reject any precast element that does not conform to the approved Precast Concrete
Quality Control Plan (PCQCP), the details shown on the plans, or to these special provisions.
6
The Contractor shall designate in writing a precast Quality Control Manager (QCM) for each
precasting facility. The QCM shall be responsible directly to the Contractor for the quality of
precasting, including materials and workmanship, performed by the Contractor and all
subcontractors. The QCM shall be the sole individual responsible to the Contractor for
submitting, receiving, and approving all correspondence, required submittals, and reports to and
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from the Engineer. The QCM shall not be employed or compensated by any subcontractor, or
other persons or entities hired by subcontractors, or suppliers, who will provide other services or
+ materials for the project. The QCM may be an employee of the Contractor.
7
Prior to submitting the PCQCP required herein, a meeting between the Engineer, the
Contractor's QCM, and a representative from each entity performing precast concrete operations
for this project, shall be held to discuss the requirements for precast quality control.
8
QC Inspectors shall either be 1) licensed as Civil Engineers in the State of California, or
2) have a current Plant Quality Personnel Certification, Level II, from the Precast/Prestressed
Concrete Institute. A QC Inspector shall witness all precast concrete operations.
9
PRECAST CONCRETE QUALIFICATION AUDIT
Unless otherwise specified, no Contractors or subcontractors performing precast concrete
operations for the project shall commence work without having successfully completed the
Department's Precast Fabrication Qualification Audit, hereinafter referred to as the audit. The
Engineer will perform the audit, and copies of the audit form, along with procedures for
requesting and completing the audit, are available at the Transportation Laboratory or at:
http: / /www.dot.ca. gov/hq /esc /Translab /smbpubs.htm
10
An audit that was previously approved by the Engineer no more than 3 years prior to the
beginning of work on this contract will be acceptable for the entire period of this contract,
provided the Engineer determines the audit is for the same type of work that is to be performed
on this contract.
11
Successful completion of an audit shall not relieve the Contractor of the responsibility for
furnishing materials or producing finished work of the quality specified in these special
provisions and as shown on the plans.
12
PRECAST CONCRETE QUALITY CONTROL PLAN
Prior to performing any precasting operations, the Contractor shall submit to the Engineer, in
conformance with the provisions in Section 5 -1.02, "Plans and Working Drawings," of the
Standard Specifications, 3 copies of a separate PCQCP for each item of work to be precast. A
separate PCQCP shall be submitted for each facility. As a minimum, each PCQCP shall include
the following:
A. The name of the precasting firm, the concrete plants to be used, and any concrete testing
firm to be used;
B. A manual prepared by the precasting firm that includes equipment, testing procedures,
safety plan, and the names, qualifications, and documentation of certifications for all
personnel to be used;
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C. The name of the QCM and the names, qualifications, and documentation of certifications
for all QC inspection personnel to be used;
D. An organizational chart showing all QC personnel and their assigned QC responsibilities;
E. The methods and frequencies for performing all required quality control procedures,
including all inspections, material testing, and any required survey procedures for all
components of the precast elements including prestressing systems, concrete, grout,
reinforcement, steel components embedded or attached to the precast member,
miscellaneous metal, and formwork;
F. A system for identification and tracking of required precast element repairs, and a
procedure for the reinspection of any repaired precast element. The system shall have
provisions for a method of reporting nonconforming precast elements to the Engineer;
and
G. Forms to be used for Certificates of Compliance, daily production logs, and daily reports.
13. Edit review time for short time limit jobs. Check with METS.
The Engineer shall have 4 weeks to review the PCQCP submittal after a complete plan has
been received. No precasting shall be performed until the PCQCP is approved in writing by the
Engineer.
14
A PCQCP that was previously approved by the Engineer no more than one year prior to the
beginning of work on this contract will be acceptable for the entire period of this contract,
provided the Engineer determines the PCQCP is for the same type of work that is to be
performed on this contract.
15. Edit review time for short time limit jobs. Check with METS.
An amended PCQCP or addendum shall be submitted to, and approved in writing by the
Engineer, for any proposed revisions to the approved PCQCP. An amended PCQCP or
addendum will be required for any revisions to the PCQCP, including but not limited to changes
in concrete plants or source materials, changes in material testing procedures and testing labs,
changes in procedures and equipment, changes in QC personnel, or updated systems for tracking
and identifying precast elements. The Engineer shall have 2 weeks to complete the review of the
amended PCQCP or addendum, once a complete submittal has been received. Work that is
affected by any of the proposed revisions shall not be performed until the amended PCQCP or
addendum has been approved.
16
After final approval of the PCQCP, amended PCQCP, or addendum, the Contractor shall
submit 7 copies to the Engineer of each of these approved documents.
17
It is expressly understood that the Engineer's approval of the Contractor's PCQCP shall not
relieve the Contractor of any responsibility under the contract for the successful completion of
the work in conformance with the requirements of the plans and specifications. The Engineer's
approval shall neither constitute a waiver of any of the requirements of the plans and
specifications nor relieve the Contractor of any obligation thereunder; and defective work,
materials, and equipment may be rejected notwithstanding approval of the PCQCP.
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18
REPORTING
The QC Inspector shall provide reports to the QCM on a daily basis for each day that
precasting operations are performed.
19
A daily production log for precasting shall be kept by the QCM for each day that precasting
operations, including setting forms, placing reinforcement, setting prestressing steel, casting,
curing, post tensioning, and form release, are performed. The log shall include the facility
location, and shall include a specific description of casting or related operations, any problems or
deficiencies discovered, any testing or repair work performed, and the names of all QC personnel
and the specific QC inspections they performed that day. The daily report from each QC
Inspector shall also be included in the log. This daily log shall be available for viewing by the
Engineer, at the precasting facility.
20
All reports regarding material tests and any required survey checks shall be signed by the
person who performed the test or check, and then submitted directly to the QCM for review and
signature prior to submittal to the Engineer. Corresponding names shall be clearly printed or
type - written next to all signatures.
21
The Engineer shall be notified immediately in writing when any precasting problems or
deficiencies are discovered and of the proposed repair or process changes required to correct
them. The Engineer shall have 4 weeks to review these procedures. No remedial work shall
begin until the Engineer approves these procedures in writing.
22
The following items shall be included in a precast report that is to be submitted to the
Engineer following the completion of any precast element:
A. Reports of all material tests and any required survey checks;
B. Documentation that the Contractor has evaluated all tests and corrected all rejected
deficiencies, and all repairs have been re- examined with the required tests and found
acceptable; and
C. A daily production log.
23
At the completion of any precast element, and if the QCM determines that element is in
conformance with these special provisions, the QCM shall sign and furnish to the Engineer, a
Certificate of Compliance in conformance with the provisions in Section 6 -1.07, "Certificates of
Compliance," of the Standard Specifications. This Certificate of Compliance shall be submitted
with the precast report. The certificate shall state that all of the materials and workmanship
incorporated in the work, and all required tests and inspections of this work, have been
performed in conformance with the details shown on the plans and the provisions of the Standard
Specifications and these special provisions.
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24
PAYMENT
In the event the Engineer fails to complete the review of 1) a PCQCP, 2) an amended PCQCP
or addendum, or 3) a proposed repair or process change, within the time allowed, and if, in the
opinion of the Engineer, completion of the work is delayed or interfered with by reason of the
Engineer's delay in completing the review, the Contractor will be compensated for any resulting
loss, and an extension of time will be granted, in the same manner as provided for in
Section 8 -1.09, "Right of Way Delays," of the Standard Specifications.
25
All required repair work or process changes required to correct precasting operation
deficiencies, whether discovered by the QCM, QC Inspector, or by the Engineer, and any
associated delays or expenses to the Contractor caused by performing these repairs, shall be at
the Contractor's expense.
26
Full compensation for conforming to the requirements of this section shall be considered as
included in the contract prices paid for the various items of work involved and no additional
compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
Use in all projects. Delete Section 8 -3 title that is not applicable.
SECTION 8 -3. WELDING
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Page 1 of 10
USE WITH 2006 STANDARDS.
Paras 1 thru 17, use when ANY welding may be performed on the project.
8 -3. WELDING
GENERAL
Flux cored welding electrodes conforming to the requirements of AWS A5.20 E6XT -4 or
E7XT -4 shall not be used to perform welding for this project.
2
Wherever reference is made to the following AWS welding codes in the Standard
Specifications, on the plans, or in these special provisions, the year of adoption for these codes
shall be as listed:
AWS Code 1 Year of Adoption
D1.1 2006
D1.4 2005
D1.5 2002
D1.6 1999
3
Requirements of the AWS welding codes shall apply unless otherwise specified in the
Standard Specifications, on the plans, or in these special provisions. Wherever the abbreviation
AWS is used, it shall be equivalent to the abbreviations ANSI/AWS or AASHTO /AWS.
4
Section 6.1.1.1 of AWS D1.5 is replaced with the following:
Quality Control (QC) shall be the responsibility of the Contractor. As a minimum, the
Contractor shall perform inspection and testing of each weld joint prior to welding, during
welding, and after welding as specified in this section and as necessary to ensure that materials
and workmanship conform to the requirements of the contract documents.
5
Unless otherwise specified, Sections 6.1.3 through 6.1.4.3 of AWS D1.1, Section 7.1.2 of
AWS D1.4, and Sections 6.1.1.2 through 6.1.3.3 of AWS D1.5 are replaced with the following:
The QC Inspector shall be the duly designated person who acts for and on behalf of the
Contractor for inspection, testing, and quality related matters for all welding.
Quality Assurance (QA) is the prerogative of the Engineer. The QA Inspector is the duly
designated person who acts for and on behalf of the Engineer.
The QC Inspector shall be responsible for quality control acceptance or rejection of materials
and workmanship, and shall be currently certified as an AWS Certified Welding Inspector (CWI)
in conformance with the requirements in AWS QC1, "Standard for AWS Certification of
Welding Inspectors."
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The QC Inspector may be assisted by an Assistant QC Inspector provided that this individual
is currently certified as an AWS Certified Associate Welding Inspector (CAWI) in conformance
with the requirements in AWS QC1, "Standard for AWS Certification of Welding Inspectors."
The Assistant QC Inspector may perform inspection under the direct supervision of the QC
Inspector provided the assistant is always within visible and audible range of the QC Inspector.
The QC Inspector shall be responsible for signing all reports and for determining if welded
materials conform to workmanship and acceptance criteria. The ratio of QC Assistants to QC
Inspectors shall not exceed 5 to 1.
When the term "Inspector" is used without further qualification, it shall refer to the QC
Inspector.
6
When any work is welded in conformance with the provisions in Section 75, "Miscellaneous
Metal," of the Standard Specifications, not including Section 75- 1.035, "Bridge Joint Restrainer
Units," of the Standard Specifications, Section 6.1.4 of AWS D1.1 is replaced with the
following:
The QC Inspector shall be responsible for quality control acceptance or rejection of materials
and workmanship and shall be currently certified as an AWS CWI in conformance with the
requirements in AWS QC1, "Standard for AWS Certification of Welding Inspectors," or as a
Welding Inspector Specialist (WIS) in conformance with the requirements in AWS B5.2,
"Specification for the Qualification of Welding Inspector Specialists and Welding Inspector
Assistants."
7
Section 6.14.6, "Personnel Qualification," of AWS D1.1, Section 7.8, "Personnel
Qualification," of AWS D1.4, and Section 6.1.3.4, "Personnel Qualification," of AWS D1.5 are
replaced with the following:
Personnel performing nondestructive testing (NDT) shall be qualified and certified in
conformance with the requirements of the American Society for Nondestructive Testing (ASNT)
Recommended Practice No. SNT -TC -1A and the Written Practice of the NDT firm. The Written
Practice of the NDT firm shall meet or exceed the guidelines of the ASNT Recommended
Practice No. SNT- TC -1A. Individuals who perform NDT, review the results, and prepare the
written reports shall be either:
A. Certified NDT Level II technicians, or;
B. Level III technicians who hold a current ASNT Level III certificate in that discipline and
are authorized and certified to perform the work of Level II technicians.
8
Section 6.5.4 of AWS D1.5 is replaced with the following:
The QC Inspector shall inspect and approve each joint preparation, assembly practice,
welding technique, joint fit -up, and the performance of each welder, welding operator, and tack
welder to make certain that the applicable requirements of this code and the approved Welding
Procedure Specification (WPS) are met. The QC Inspector shall examine the work to make
certain that it meets the requirements of Sections 3 and 6.26. The size and contour of all welds
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shall be measured using suitable gages. Visual inspection for cracks in welds and base metal,
and for other discontinuities shall be aided by strong light, magnifiers, or such other devices as
r' may be helpful. Acceptance criteria different from those specified in this code may be used
when approved by the Engineer.
9
Section 6.6.5, "Nonspecified NDT Other than Visual," of AWS D1.1, Section 7.6.5 of
AWS D1.4 and Section 6.6.5 of AWS D1.5 shall not apply.
10
For any welding, the Engineer may direct the Contractor to perform NDT that is in addition
to the visual inspection or NDT specified in the AWS or other specified welding codes, in the
Standard Specifications, or in these special provisions. Except as provided for in these special
provisions, additional NDT required by the Engineer, and associated repair work, will be paid for
as extra work as provided in Section 4- 1.03D, "Extra Work," of the Standard Specifications.
Prior to release of welded material by the Engineer, if testing by NDT methods other than those
originally specified discloses an attempt to defraud or reveals a gross nonconformance, all costs
associated with the repair of the deficient area, including NDT of the weld and of the repair, and
any delays caused by the repair, shall be at the Contractor's expense. A gross nonconformance is
defined as the sum of planar type rejectable indications in more than 20 percent of the tested
length.
11
When less than 100 percent of NDT is specified for any weld, it is expected that the entire
�'^ length of weld meet the specified acceptance- rejection criteria. Should any welding deficiencies
be discovered by additional NDT directed or performed by the Engineer that utilizes the same
NDT method as that originally specified, all costs associated with the repair of the deficient area,
including NDT of the weld and of the weld repair, and any delays caused by the repair, shall be
at the Contractor's expense.
12
Repair work to correct welding deficiencies discovered by visual inspection directed or
performed by the Engineer, and any associated delays or expenses caused to the Contractor by
performing these repairs, shall be at the Contractor's expense.
13
The Engineer shall have the authority to verify the qualifications or certifications of any
welder, QC Inspector, or NDT personnel to specified levels by retests or other means approved
by the Engineer.
14
Inspection and approval of all joint preparations, assembly practices, joint fit -ups, welding
techniques, and the performance of each welder, welding operator, and tack welder shall be
documented by the QC Inspector on a daily basis for each day welding is performed. For each
inspection, including fit -up, Welding Procedure Specification (WPS) verification, and final weld
inspection, the QC Inspector shall confirm and document compliance with the requirements of
the AWS or other specified code criteria and the requirements of these special provisions on all
welded joints before welding, during welding, and after the completion of each weld.
15
In addition to the requirements specified in the applicable code, the period of effectiveness
for a welder's or welding operator's qualification shall be a maximum of 3 years for the same
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weld process, welding position, and weld type. If welding will be performed without gas
shielding, then qualification shall also be without gas shielding. Excluding welding of fracture
critical members, a valid qualification at the beginning of work on a contract will be acceptable
for the entire period of the contract, as long as the welder's or welding operator's work remains
satisfactory.
16
In addition to the requirements of AWS D1.1, welding procedures qualification for work
welded in conformance with that code shall conform to the following requirements:
A. The travel speed, amperage, and voltage values that are used for tests conducted per
AWS D1.1, Section 4.1.1, shall be consistent for each pass in a weld joint and shall in no
case vary by more than ±10 percent for travel speed, ±10 percent for amperage, and
±7 percent for voltage as measured from a predetermined target value or average within
each weld pass. The travel speed shall in no case vary by more than ±15 percent when
using submerged arc welding.
B. When a nonstandard weld joint is to be made using a combination of WPSs, a single test
may be conducted combining the WPSs to be used in production, provided the essential
variables, including weld bead placement, of each process are limited to those established
in Table 4.5.
17
In addition to the requirements of AWS D1.5, Section 5.12 or 5.13, welding procedures
qualification for work welded in conformance with that code shall conform to the following
requirements:
A. Unless considered prequalified, fillet welds shall be qualified in each position. The fillet
weld soundness test shall be conducted using the essential variables of the WPS as
established by the Procedure Qualification Record (PQR).
B. For qualification of joints that do not conform to Figures 2.4 and 2.5 of AWS D1.5, a
minimum of two WPS qualification tests are required. The tests shall be conducted using
both Figure 5.1 and Figure 5.3. The test conforming to Figure 5.1 shall be conducted in
conformance with AWS D1.5, Section 5.12 or 5.13. The test conforming to Figure 5.3
shall be conducted using the welding electrical parameters that were established for the
test conducted conforming to Figure 5.1. The ranges of welding electrical parameters
established during welding per Figure 5.1 in conformance with AWS D1.5, Section 5.12,
shall be further restricted according to the limits in Table 5.3 during welding per
Figure 5.3.
C. Multiple zones within a weld joint may be qualified. The travel speed, amperage, and
voltage values that are used for tests conducted per AWS D1.5 Section 5.13 shall be
consistent for each pass in a weld joint, and shall in no case vary by more than
±10 percent for travel speed, ±10 percent for amperage, and ±7 percent for voltage as
measured from a predetermined target value or average within each weld pass or zone.
The travel speed shall in no case vary by more than ±15 percent when using submerged
arc welding.
D. For a WPS qualified in conformance with AWS D1.5 Section 5.13, the values to be used
for calculating ranges for current and voltage shall be based on the average of all weld
�+ passes made in the test. Heat input shall be calculated using the average of current and
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voltage of all weld passes made in the test for a WPS qualified in conformance with
Section 5.12 or 5.13.
E. Macroetch tests are required for WPS qualification tests, and acceptance shall be per
AWS D1.5 Section 5.19.3.
F. When a nonstandard weld joint is to be made using a combination of WPSs, a test
conforming to Figure 5.3 may be conducted combining the WPSs to be used in
production, provided the essential variables, including weld bead placement, of each
process are limited to those established in Table 5.3.
G. Prior to preparing mechanical test specimens, the PQR welds shall be inspected by visual
and radiographic tests. Backing bar shall be 3 inches in width and shall remain in place
during NDT testing. Results of the visual and radiographic tests shall comply with
AWS D1.5 Section 6.26.2, excluding Section 6.26.2.2. Test plates that do not comply
with both tests shall not be used.
Paras 18 thru 43, use when welding is performed for work associated with
the Standard Specification Sections described in Para 19.
18
WELDING QUALITY CONTROL
Welding quality control shall conform to the requirements in the AWS or other specified
welding codes, the Standard Specifications, and these special provisions.
19. Add a SPECIFIC description of other work that requires welding quality
control ONLY when that work 1) is structural in nature, 2) has been
designed specifically for a project, and 3) IS REQUESTED BY OSD OR
METS.
Unless otherwise specified, welding quality control shall apply when any work is welded in
conformance with the provisions in Section 49, "Piling," Section 52, "Reinforcement,"
Section 55, "Steel Structures," or Section 75- 1.035, "Bridge Joint Restrainer Units," of the
Standard Specifications.
20
All welding will require inspection by the Engineer. The Contractor shall request inspection
at least 3 working days prior to the beginning of welding for locations within California and 5
working days for locations outside of California. The Contractor shall request inspection at:
http: / /www. dot. ca. gov /hq /esc /Translab /smbforms.htm
21
Continuous inspection shall be provided when any welding is being performed. Continuous
inspection, as a minimum, shall include having a QC Inspector within such close proximity of all
welders or welding operators so that inspections by the QC Inspector of each welding operation
at each welding location does not lapse for a period exceeding 30 minutes.
22
When joint weld details that are not prequalified to the details of Section 3 of AWS D1.1 or
to the details of Figure 2.4 or 2.5 of AWS D1.5 are proposed for use in the work, the joint
details, their intended locations, and the proposed welding parameters and essential variables,
shall be approved by the Engineer. The Contractor shall allow the Engineer 2 weeks to complete
the review of the proposed joint detail locations. In the event the Engineer fails to complete the
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review within the time allowed, and if, in the opinion of the Engineer, completion of the work is
delayed or interfered with by reason of the Engineer's delay in completing the review, the
Contractor will be compensated for any resulting loss, and an extension of time will be granted,
in the same manner as provided for in Section 8 -1.09, "Right of Way Delays," of the Standard
Specifications. Upon approval of the proposed joint detail locations and qualification of the
proposed joint details, welders and welding operators using these details shall perform a
qualification test plate using the WPS variables and the joint detail to be used in production. The
test plate shall have the maximum thickness to be used in production and a minimum length of
18 inches. The test plate shall be mechanically and radiographically tested. Mechanical and
radiographic testing and acceptance criteria shall be as specified in the applicable AWS codes.
23
The Engineer will witness all qualification tests for WPSs that were not previously approved
by the Department. Unless otherwise specified, an approved independent third party will witness
the qualification tests for welders or welding operators. The independent third party shall be a
current CWI and shall not be an employee of the contractor performing the welding. The
Contractor shall allow the Engineer 2 weeks to review the qualifications and copy of the current
certification of the independent third party. In the event the Engineer fails to complete the
review within the time allowed, and if, in the opinion of the Engineer, completion of the work is
delayed or interfered with by reason of the Engineer's delay in completing the review, the
Contractor will be compensated for any resulting loss, and an extension of time will be granted,
in the same manner as provided for in Section 8 -1.09, "Right of Way Delays," of the Standard
Specifications. The Contractor shall notify the Engineer one week prior to performing any
qualification tests. Witnessing of qualification tests by the Engineer shall not constitute approval
of the intended joint locations, welding parameters, or essential variables.
24
The Contractor shall designate in writing a welding Quality Control Manager (QCM). The
QCM shall be responsible directly to the Contractor for the quality of welding, including
materials and workmanship, performed by the Contractor and subcontractors.
25
The QCM shall be the sole individual responsible to the Contractor for submitting, receiving,
reviewing, and approving all correspondence, required submittals, and reports to and from the
Engineer. The QCM shall be a registered professional engineer or shall be currently certified as
a CWI.
26
Unless the QCM is hired by a subcontractor providing only QC services, the QCM shall not
be employed or compensated by any subcontractor, or by other persons or entities hired by
subcontractors, who will provide other services or materials for the project. The QCM may be
an employee of the Contractor.
27
Welding inspection personnel or NDT firms to be used in the work shall not be employed or
compensated by any subcontractor, or by other persons or entities hired by subcontractors, who
will provide other services or materials for the project, except for the following conditions:
A. The work is welded in conformance with AWS D1.5 and is performed at a permanent
fabrication or manufacturing facility that is certified under the AISC Quality Certification
Program, Category Cbr, Major Steel Bridges and Fracture Critical endorsement F, when
applicable.
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B. The welding is performed on pipe pile material at a permanent pipe manufacturing
facility authorized to apply the American Petroleum Institute (API) monogram for
API 5L pipe.
28
For welding performed at such facilities, the inspection personnel or NDT firms may be
employed or compensated by the facility performing the welding provided the facility maintains
a QC program that is independent from production.
29
Prior to submitting the Welding Quality Control Plan (WQCP) required herein, a prewelding
meeting between the Engineer, the Contractor's QCM, and a representative from each entity
performing welding or inspection for this project, shall be held to discuss the requirements for
the WQCP.
30
The Contractor shall submit to the Engineer, in conformance with the provisions in
Section 5 -1.02, "Plans and Working Drawings," of the Standard Specifications, 2 copies of a
separate WQCP for each subcontractor or supplier for each item of work for which welding is to
be performed.
31
The Contractor shall allow the Engineer 2 weeks to review the WQCP submittal after a
complete plan has been received. No welding shall be performed until the WQCP is approved in
writing by the Engineer. In the event the Engineer fails to complete the review within the time
allowed, and if, in the opinion of the Engineer, completion of the work is delayed or interfered
with by reason of the Engineer's delay in completing the review, the Contractor will be
compensated for any resulting loss, and an extension of time will be granted, in the same manner
as provided for in Section 8 -1.09, "Right of Way Delays," of the Standard Specifications.
32
An amended WQCP or any addendum to the approved WQCP shall be submitted to, and
approved in writing by the Engineer, for proposed revisions to the approved WQCP. An
amended WQCP or addendum will be required for revisions to the WQCP, including but not
limited to a revised WPS; additional welders; changes in NDT firms, QC, or NDT personnel or
procedures; or updated systems for tracking and identifying welds. The Engineer shall have
one week to complete the review of the amended WQCP or addendum. Work affected by the
proposed revisions shall not be performed until the amended WQCP or addendum has been
approved. In the event the Engineer fails to complete the review within the time allowed, and if,
in the opinion of the Engineer, completion of the work is delayed or interfered with by reason of
the Engineer's delay in completing the review, the Contractor will be compensated for any
resulting loss, and an extension of time will be granted, in the same manner as provided for in
Section 8 -1.09, "Right of Way Delays," of the Standard Specifications.
33
Information regarding the contents, format, and organization of a WQCP, is available at the
Transportation Laboratory and at:
http: / /www. dot. ca. gov/ hq /esc /Translab /smbresources.htm
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34
After final approval of the WQCP, amended WQCP, or addendum, the Contractor shall
fir+' submit 7 copies to the Engineer of the approved documents. A copy of the Engineer approved
document shall be available at each location where welding is to be performed.
35
A daily production log for welding shall be kept for each day that welding is performed. The
log shall clearly indicate the locations of all welding. The log shall include the welders' names,
amount of welding performed, any problems or deficiencies discovered, and any testing or repair
work performed, at each location. The daily report from each QC Inspector shall also be
included in the log.
36
The following items shall be included in a Welding Report that is to be submitted to the
Engineer within 2 weeks following the performance of any welding:
A. A daily production log.
B. Reports of all visual weld inspections and NDT.
C. Radiographs and radiographic reports, and other required NDT reports.
D. A summary of welding and NDT activities that occurred during the reporting period.
E. Reports of each application of heat straightening.
F. A summarized log listing the rejected lengths of weld by welder, position, process, joint
configuration, and piece number.
G. Documentation that the Contractor has evaluated all radiographs and other nondestructive
tests and corrected all rejectable deficiencies, and that all repaired welds have been
�rr+� reexamined using the required NDT and found acceptable.
37
The following information shall be clearly written on the outside of radiographic envelopes:
name of the QCM, name of the nondestructive testing firm, name of the radiographer, date,
contract number, complete part description, and all included weld numbers, report numbers, and
station markers or views, as detailed in the WQCP. In addition, all interleaves shall have clearly
written on them the part description and all included weld numbers and station markers or views,
as detailed in the WQCP. A maximum of 2 pieces of film shall be used for each interleave.
38
Reports of all visual inspections and NDT shall be signed by the inspector or technician and
submitted daily to the QCM for review and signature prior to submittal to the Engineer.
Corresponding names shall be clearly printed or typewritten next to all signatures. Reports of all
NDT, whether specified, additional, or informational, performed by the Contractor shall be
submitted to the Engineer.
39
The Engineer will review the Welding Report to determine if the Contractor is in
conformance with the WQCP. Unless otherwise specified, the Engineer shall be allowed
2 weeks to review the report and respond in writing after the complete Welding Report has been
received. Prior to receiving notification from the Engineer of the Contractor's conformance with
the WQCP, the Contractor may encase in concrete or cover welds for which the Welding Report has been submitted. However, should the Contractor elect to encase or cover those welds prior
to receiving notification from the Engineer, it is expressly understood that the Contractor shall
not be relieved of the responsibility for incorporating material in the work that conforms to the
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requirements of the plans and specifications. Material not conforming to these requirements will
be subject to rejection. Should the Contractor elect to wait to encase or cover welds pending
notification by the Engineer, and in the event the Engineer fails to complete the review within
the time allowed, and if, in the opinion of the Engineer, completion of the work is delayed or
interfered with by reason of the Engineer's delay in completing the review, the Contractor will be
compensated for any resulting loss, and an extension of time will be granted, in the same manner
as provided for in Section 8 -1.09, "Right of Way Delays," of the Standard Specifications.
40
In addition to the requirements in AWS D1.1 and AWS D1.5, second -time excavations of
welds or base metal to repair unacceptable discontinuities, regardless of NDT method, and all
repairs of cracks require prior approval of the Engineer.
41
The Engineer shall be notified immediately in writing when welding problems, deficiencies,
base metal repairs, or any other type of repairs not submitted in the WQCP are discovered, and
also of the proposed repair procedures to correct them. For requests to perform second -time
repairs or repairs of cracks, the Contractor shall include an engineering evaluation of the
proposed repair. The engineering evaluation, at a minimum, shall address the following:
A. What is causing each defect?
B. Why the repair will not degrade the material properties?
C. What steps are being taken to prevent similar defects from happening again?
42
The Contractor shall allow the Engineer one week to review these procedures. No remedial
work shall begin until the repair procedures are approved in writing by the Engineer. In the
event the Engineer fails to complete the review within the time allowed, and if, in the opinion of
the Engineer, completion of the work is delayed or interfered with by reason of the Engineer's
delay in completing the review, the Contractor will be compensated for any resulting loss, and an
extension of time will be granted, in the same manner as provided for in Section 8 -1.09, "Right
of Way Delays," of the Standard Specifications.
43
The QCM shall sign and furnish to the Engineer, a Certificate of Compliance in conformance
with the provisions in Section 6 -1.07, "Certificates of Compliance," of the Standard
Specifications for each item of work for which welding was performed. The certificate shall
state that all of the materials and workmanship incorporated in the work, and all required tests
and inspections of this work, have been performed in conformance with the details shown on the
plans, the Standard Specifications, and these special provisions.
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USE WITH 2006 STANDARDS.
Use when ANY welding may be performed on the project. Use with S8 -W04
or S8 -W05.
PAYMENT
Full compensation for conforming to the requirements of "Welding" shall be considered as
included in the contract prices paid for the various items of work involved and no additional
compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
Use in ALL projects.
Delete Section 9 title that is not applicable.
SECTION 9. (BLANK)
SECTION 10. CONSTRUCTION DETAILS
SECTION 10 -1. GENERAL
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USE WITH 2006 STANDARDS.
Excluding seal coat, surfacing, and seismic projects, use on all projects with
an estimated contract cost of $750,000 or more and 50 working days (WD) or
more. Use 70 WD minimum when Sat, Sun & Holidays are counted as
working days. Do not count plant establishment days.
INCLUDE Std Plan T7 in project plans.
NOTE: When projects are located within city or urban areas, District must
ensure space is available for signs.
1 *. Specify quantity and type of signs. Specify Type 1 for conventional
highway; Type 2 for freeway & expressway.
10 -1.00 CONSTRUCTION PROJECT INFORMATION SIGNS
070727 WN **
Before any major physical construction work readily visible to highway users is started on
this contract, the Contractor shall furnish and erect two Type 2 Construction Project Information
signs at the locations designated by the Engineer.
2
The signs and overlays shall be of a type and material consistent with the estimated time of
completion of the project and shall conform to the details shown on the plans.
3
The sign letters, the border and the Department's construction logos shall conform to the
colors (non- reflective) and details shown on the plans, and shall be on a white background
(non- reflective). The colors blue and orange shall conform to PR Color Number 3 and
Number 6, respectively, as specified in the Federal Highway Administration's Color Tolerance
Chart.
4 *. Specify applicable type of funding. When County funds involved, specify
type of county funding.
The sign message to be used for fund types shall consist of the following, in the order shown:
070727 WN **
FEDERAL HIGHWAY TRUST FUNDS
STATE HIGHWAY FUNDS
. :. .....• .. __.u_
CITY OF FONTANA STORM DRAIN FUND
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5 *. Specify applicable type of project. Select only one type of project
heading. Determine type of project to use from applicable work descriptions
in following table:
Type of Project: Work Descriptions:
Highway Construction Construct Expressway, Freeway, Shoulders, Structure, HOV
Lane, Ramp, Interchange, Left Turn Lane, Truck Escape
Ramp, or Weigh Station; Widen Freeway, Roadway or
Shoulders; Realign Roadways.
Highway Repair Clean & Paint Overhead Sign Structure; Crack, Seal & Grind
Pavement; Pavement Markings; Pavement Rehabilitation;
Ramp Repaving; Replace Culverts, Drainage Systems,
Railroad Crossings, or Sign Structures; Retrofit Curb Ramps.
Highway Improvement Channelization; Changeable Message Signs; Highway
Advisory Radio System; Median Barrier; Motorist Aid
Communication System; Ramp Metering; Retaining & Sound
Walls; Signal Modification; Signals & Lighting; Traffic
Signals; Traffic Count Stations; Traffic Operations System;
Slope Protection; Thrie Beam Barrier; Realign Curve;
Modify Interchange, or Gore; Reconstruct Interchange.
Bridge Construction Replace, Remove or Widen Bridge; Construct Overcrossing,
Pedestrian Overcrossing, Overhead, Undercrossing, Sidehill
Viaduct, or Interchange Connectors.
Bridge Repair Clean and Paint Bridge; Clean and Replace Joint Seals;
Upgrade Joints Seals; Modify Bridge Railing; Raise Bridge;
Replace Bridge Bearings; Rehabilitate Bridge Decks; Tunnel
Rehabilitation.
Roadside Work Erosion Control; Highway Planting & Irrigation;
Replacement Planting; Revegetation; Irrigation Upgrade;
Planting; Restoration and Irrigation; Maintenance Station;
Landscape Maintenance Station; Maintenance Yard &
Building; Pumping Plant; Roadside Rest Area; Vista Point;
Park & Ride Lot; Transit Station; Truck Inspection Facility;
Truck Scale; Right of Way Fence Upgrade; Biological or
Habitat Enhancement; Treat Contaminated Water Supply.
The sign message to be used for type of work shall consist of the following:
070727 WN **
HIGHWAY--CONSTRUCTION
HIGHWAY REPAIR
HIGHWAY IMPROVEMENT
BRIDGE CONSTRUCTION
STORM DRAIN WORK
6
The sign message to be used for the Year of Completion of Project Construction will be
furnished by the Engineer. The Contractor shall furnish and install the "Year" sign overlay
within 10 working days of notification of the year date to be used.
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7
The letter sizes to be used shall be as shown on the plans. The information shown on the
signs shall be limited to that shown on the plans.
8
The signs shall be kept clean and in good repair by the Contractor.
9
Upon completion of the work, the signs shall be removed and disposed of outside the
highway right of way in conformance with the provisions in Section 7 -1.13 of the Standard
Specifications.
10. When there is no item for CAS, replace "contract lump sum price paid
for construction area signs" with "prices paid for the various contract items
of work involved ".
Full compensation for furnishing, erecting, maintaining, and removing and disposing of the
construction project information signs shall be considered as included in the contract lump sum
price paid for construction area signs and no additional compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
LEAD SSP.
Include special features which apply to the project.
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.
070727 WN **
Attention is directed to `Environmental Commitment Record" in Attachment X of these
Special Provisions for additional constraints and requirements.
The Contractor shall provide utility companies a 30 day working window following the
installation of girders prior to casting of the deck for the construction of their utility lines.
Attention is directed to "Prepaying Conference" of these special provisions regarding the
attendance of the pavement conference between the Contractor, subcontractors and the Engineer
prior to any pavement work.
Attention is directed to "Just -In -Time Training" of these special provisions regarding the
attendance of the portland cement concrete and paving techniques class by the Contractor's and
Engineer' s personnel.
Attention is directed to "Test Strip" of these special provisions regarding the construction of
a test strip of concrete pavement.
Attention is directed to "Pavement Grinding" and "Spall Repairs" of these special provisions
regarding the requirements for placing concrete pavement to be placed next to an existing lane.
Attention is directed to "Obstructions" of these special provisions prior to the start of work in
the area of the existing water line.
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USE WITH 2006 STANDARDS.
Add to SSP 05 -010
1. Use if there is slope paving to be constructed on the project.
070727 WN **
Attention is directed to "Slope Paving" of these special provisions re:. • - _ • . • _ .
2. Use if there are curb ramp detectable warning surfaces to be installed on
the project.
070727 WN **
Attention is dirccted to "Miscellaneous Concrete Construction" of these special provisions
regarding constructing a 2' x 2' tcst panel prior to constructing curb ramps with detectable
warning surfaces.
3. Use if there are sound walls with precast reinforced concrete panels to be
constructed on the project.
070727 WN **
Attention is directed to "Sound Wall (Precast Concrete Panel)" of these special provisions
regarding constructing a 3' x 3' test panel prior to constructing thc precast reinforced concrete
4. Use if there are sound walls with timber panels to be constructed on the
project.
070727 WN **
• -- - - - • • "- - -• . - - - 11 - .. _ ::-•. . . • - - , - - -
furnishing a 2' x 2' tcst panel prior to constructing the sound wall of wood panels, plywood
5. Use if there are diaphragm bolsters to be constructed on the project.
070727 WN **
• :. -„ - .. - . •. . •
_,.
constructing 2 prcconstruction shotcrcto toot panels prior to performing shotcretc work if
6. Use if there is a fire plan for the project.
070727 WN **
" -' - ' ..•" . these special provisions regarding cooperating with
local fire prevention authorities and implementing thc fire plan established for this project.
7. Edit as appropriate.
Temporary railing (Type K) and temporary crash cushions shall be secured in place prior to
commencing work for which the temporary railing and crash cushions are required.
8. Use when SSP 40 -020 is included in the project.
Attention is directed to "Replace Concrete Pavement (Rapid Strength Concrete)" of these
special provisions in regards to providing Pre - Operation Conference and the Just -In -Time
Training prior to commencing pavement replacement operations.
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9. Use when SSPs S5 -760 and 07 -446 are used.
070727 WN**
ESA)" of thcsc special provisions. Prior to beginning work, the boundaries of the
Environmentally Sensitive Areas (ESA) shall be cicrly dolincatcd in the field. The boundaries
shall be delineated by the installation of temporary fence (Type ESA).
10 *. Insert "Water Pollution Control Program" when SSP 07 -340 is used or
insert "Storm Water Pollution Prevention Plan" when SSP 07 -345 is used.
070727 WN **
Attention is directed to "Water Pollution Control" of these special provisions regarding the
submittal and approval of the Storm Water Pollution Prevention Plan prior to performing work
having potential to cause water pollution.
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USE WITH 2006 STANDARDS.
Use for projects with planned staging or when staging is inherent to the type
of work, that is, asphalt concrete overlays, channelizations and widenings,
and include the appropriate "Temporary Pavement Delineation" SSP.
Edit to fit the project.
Include other "Order of Work" requirements.
Add to SSP 05 -010.
1. Edit for proper references.
Attention is directed to "Maintaining Traffic" and "Temporary Pavement Delineation" of
these special provisions and to the stage construction sheets of the plans.
2. Include when SSP 08 -015 is included in the project.
Attention is directed to "Progress Schedule (Critical Path Method)" of these special
provisions regarding the submittal of a general time - scaled logic diagram within 10 days after
approval of the contract. The diagram shall be submitted prior to performing any work that may
be affected by any proposed deviations to the construction staging of the project.
3
The work shall be performed in conformance with the stages of construction shown on the
plans. Nonconflicting work in subsequent stages may proceed concurrently with work in
preceding stages, provided satisfactory progress is maintained in the preceding stages of
construction.
4
In each stage, after completion of the preceding stage, the first order of work shall be the
removal of existing pavement delineation as directed by the Engineer. Pavement delineation
removal shall be coordinated with new delineation so that lane lines are provided at all times on
traveled ways open to public traffic.
5
Before obliterating any pavement delineation (traffic stripes, pavement markings, and
pavement markers) that is to be replaced on the same alignment and location, as determined by
the Engineer, the pavement delineation shall be referenced by the Contractor, with a sufficient
number of control points to reestablish the alignment and location of the new pavement
delineation. The references shall include the limits or changes in striping pattern, including one -
and 2 -way barrier lines, limit lines, crosswalks and other pavement markings. Full compensation
for referencing existing pavement delineation shall be considered as included in the contract
prices paid for new pavement delineation and no additional compensation will be allowed
therefor.
6 *. Edit to include type of paving and unit of measurement.
070727 WN **
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Prior to applying asphalt concrete pavement, the Contractor shall cover all manholes, valve
and monument covers, grates, or other exposed facilities located within the area of application,
using a plastic or oil resistant construction paper secured to the facility being covered by tape or
adhesive. The covered facilities shall be referenced by the Contractor, with a sufficient number
of control points to relocate the facilities after the asphalt concrete pavement has been placed.
After completion of the asphalt concrete pavement operation, all covers shall be removed and
disposed of in a manner satisfactory to the Engineer. Full compensation for covering manholes,
valve and monument covers, grates, or other exposed facilities, referencing, and removing
temporary cover shall be considered as included in the contract price paid per tonne for asphalt
concrete (Type A), and no additional compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
Use for widening projects that require excavation adjacent to a lane being
used by public traffic and that allow a moving operation without "safety
wedge" if the work is on schedule and if the open "trench" is to be closed
within a relatively short period of time.
Include other special features which apply to the particular project.
Add to SSP 05 -010
1*. Use 5 feet for widening on the left of traffic and 8 feet for widening on
the right. Use the sum of the number of days to construct the structural
section, e.g., 2 days for excavation and preparation of subgrade, one day for
Aggregate Subbase, one day for Aggregate Base, one day for Asphalt
Concrete Base, 3 days for Cement Treated Base, 3 days for Lean Concrete
Base, and 3 days for concrete base.
070727 WN **
Construction of the new structural section adjacent to the existing traveled way shall be
performed in successive and, once all operations are under way, concurrent operations of
excavating, preparing subgrade, placing base materials and paving. Excavation within 6 feet of
the existing traveled way shall not precede the paving operation by more than 1 working days
unless:
A. Approved in writing by the Engineer and;
1B *. Delete "Treated base shall not be used for the taper." if no treated base
on project.
070727 WN **
B. Material is placed and compacted against the vertical cuts within 6 feet of the existing
traveled way. During excavation operations, native material may be used for this
purpose, however, once the placing of the structural section commences, structural
material shall be used. The material shall be placed to the level of the elevation of the top
of existing pavement and tapered at a slope of 4:1 (horizontal:vertical) or flatter to the
bottom of the excavation. Treated base shall not be used for the taper. Full
compensation for placing the material on a 4:1 (horizontal:vertical) slope, regardless of
the number of times it is required, and subsequent removing or reshaping of the material
to the lines and grades shown on the plans shall be considered as included in the contract
price paid for the materials involved and no additional compensation will be allowed
therefor. No payment will be made for material placed in excess of that required for the
structural section.
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USE WITH 2006 STANDARDS.
Use for projects that require excavation adjacent to a lane being used by
public traffic and that need a "safety wedge" during nonworking hours.
Include other special features which apply to the particular project.
Add to SSP 05 -010.
1 *. Use 5 feet for widening left of traveled way, and 8 feet for widening right
of traveled way. Delete "Treated base shall not be used for the taper." if no
treated base on project.
070727 WN **
At the end of each working day if a difference in excess of 0.15 foot exists between the
elevation of the existing pavement and the elevation of excavations within 8 feet of the traveled
way, material shall be placed and compacted against the vertical cuts adjacent to the traveled
way. During excavation operations, native material may be used for this purpose; however, once
placing of the structural section commences, structural material shall be used. The material shall
be placed to the level of the elevation of the top of existing pavement and tapered at a slope of
4:1 (horizontal:vertical) or flatter to the bottom of the excavation. Treated base shall not be used
for the taper. Full compensation for placing the material on a 1:4 slope, regardless of the number
of times the material is required, and subsequent removing or reshaping of the material to the
lines and grades shown on the plans shall be considered as included in the contract price paid for
the materials involved and no additional compensation will be allowed therefor. No payment
will be made for material placed in excess of that required for the structural section.
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POSSIBLE FOR BURROWING OWL 070727 WN **
10 -1. GENERAL MIGRATORY BIRD PROTECTION
The Contractor shall protect migratory birds, their occupied nests, and their eggs as specified
in these special provisions.
2 *. Nesting is typically February 15 to September 1, edit as appropriate in
consultation with the District Biologist.
MIGRATORY BIRD NESTING
Nesting or attempted nesting by migratory birds is anticipated to occur between, but not
limited to, February 1 and September 1. This is determined as the nesting season.
3
The Federal Migratory Bird Treaty Act (16 U.S.C. 703 et seq.), Title 50 Code of Federal
Regulations part 10, and California Department of Fish and Game Code Sections 3503, 3513,
and 3800, protect migratory birds, their occupied nests, and their eggs.
4
The Federal and California Endangered Species Acts protect occupied and unoccupied nests
of some threatened and endangered bird species. The Bald Eagle Protection Act (16 U.S.C. 668)
prohibits the destruction of bald and golden eagles occupied and unoccupied nests.
�✓ 5 *. Insert radial distance from nesting required to protect or evaluate
nesting birds. Contact District Biologist for guidance on radial distance.
070727 WN **
When evidence of migratory bird nesting that may be adversely affected by construction
activities is discovered, and before migratory birds are injured or killed as a result of construction
activities, the Contractor shall immediately stop work within 15 feet of the nests and notify the
Engineer. The Contractor shall notify the Engineer if any migratory birds are injured or killed as
a result of construction activities. Work shall not resume in this location until nesting birds
fledge and leave the nest and/or the Engineer provides written notification authorizing the
Contractor to resume work.
6a Include if the Contractor is to provide a biologist. Omit if Para 6b is used
MIGRATORY BIRD BIOLOGIST
The Contractor shall retain, and have available, the services of a biologist for monitoring and
other activities found within these special provisions. The biologist, as applied to this General
Migratory Bird Treaty Protection specification, shall hold a Bachelor's Degree or higher in
Biology or Zoology and shall have training and a minimum of one year experience in conducting
migratory bird surveys, performing monitoring activities, and supervising or performing other
migratory bird studies or programs.
6b Include if the DOT is to provide a biologist. Omit if Para 6a is used
The Department of Transportation (DOT) will provide a biologist for monitoring, as applied
to this General Migratory Bird Treaty Protection specification.
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7a
PRE- CONSTRUCTION SURVEY
Insert if the Contractor's Biologist is to perform the preconstruction sweep.
Omit if Para 7b is used.
The biologist shall perform a pre - construction survey to verify that there are no nesting
migratory birds in vegetation, structures, or in or on the ground on or adjacent to the project site.
The survey shall be conducted within 24 hours of the onset of the surface disturbance.
7b Insert if the DOT is to perform the pre- construction sweep. Omit if Para
7a is used.
The Contractor shall notify the Engineer at least 10 days prior to any construction activities
proposed to occur during the migratory bird nesting season stated in these specifications.
The DOT will perform a pre - construction survey to verify that there are no nesting migratory
birds in vegetation, structures, or in or on the ground on or adjacent to the project site. The
survey will be conducted within 24 hours of the onset of the surface disturbance.
8a. Use if the contractor's biologist is to provide monitoring. Adjust the
frequency of habitat inspection based on the risk of encounter with nesting
birds.
MONITORING
for signs of ncsting behavior, and conduct othcr activities noccssary to cnsurc that doath or
8b. Use if the DOT's biologist is to provide monitoring.
8. Include if the contractor is to provide a full time monitor for the
project. Insert distance that contractor can safely work from habitat areas
without supervision of monitor.
The biologist shall accompany any crew or person involved in construction activities
including, but not limited to, vegetation clearing, fencing, core drilling, sampling, material drops,
or any movement of equipment, within 15 feet of habitat areas. The biologist shall have the
authority to direct movements to avoid harm to nests or burrows.
REPORTS
The biologist shall prepare a biweekly log of monitoring activities and submit copies of the
Monitoring Log to the Engineer and CM3. The Monitoring Log shall be submitted electronically
and in signed, hard copy no later than 14 days following the date reported. The Monitoring Log
shall be submitted in the format available at the CM3 Office 464 W. Fourth St., San Bernardino,
CA 92401 -1400. The monitoring log shall contain both a written record and digital photographs
of the project site.
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or any move -- ,
9. Include if the contractor is to provide a full time monitor for the project.
• - e -
• • I l e t -- . . - -•_ . - . -. - - -- -- - ., . - _ . . . _
of tho projcct sitc.
or any movement of equipment, within of habitat arms. The biologist shall have the
The biologist shall accompany any crow or person involved in construction activitioa
r 9. Include if the contractor is to provide a full time monitor for the project.
of tho projcct site.
9. Include if the contractor is to provide a full time monitor for the project. •
4 Y. . - - . - - • • • .
• - 4 4 a - i i _ -
of the project sitc.
c
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EXCLUSION DEVICES
10. Use item code 066039 Migratory Bird Protection in supplemental work.
When ordered by the Engineer the Contractor shall use exclusion devices or remove and
dispose of partially constructed and unoccupied nests of migratory birds on a regular basis to
prevent their occupation. Nesting prevention measures performed by the Contractor will be paid
for as extra work as provided in Section 4- 1.03D, "Extra Work," of the Standard Specifications.
11. Use when nesting may be located on a bridge structure above a water
body.
Nest removal activities shall not deposit in, permit to pass into, or place nest materials where
they can pass into the waters of this state.
12.
TEMPORARY SUSPENSION OF WORK
A delay to the controlling item due to migratory birds or their nests will be considered a
temporary suspension of work in accordance with the provisions in Section 8 -1.05, "Temporary
Suspension of Work," of the Standard Specifications. Adjustments will be made for delays that
the Engineer determines are not due to the Contractor's failure to perform the provision of the
contract in the same manner as for suspensions due to unsuitable weather in Section 8 -1.05.
13
PENALTIES
Penalties as used in this section, "General Migratory Bird Protection," shall include fines,
penalties, and damages; whether proposed, assessed, or levied against the Department or the
Contractor. Penalties shall also include payments made or costs incurred in settlement for
alleged violations of applicable laws, regulations, or requirements. Costs incurred could include
sums spent instead of penalties, in mitigation or to remediate or correct violations.
14
Notwithstanding any other remedies authorized by law, the Department may retain or
withhold monies due the Contractor under the contract, in an amount determined by the
Department, up to and including the entire amount of penalties proposed, assessed, or levied as a
result of the Contractor's violation of Federal or State law, regulations or requirements. Funds
may be retained by the Department until final disposition has been made as to the penalties. The
Contractor shall remain liable for the full amount of penalties until such time as they are finally
resolved with the entity seeking the penalties. Upon final disposition, the Department shall
inform the Contractor of the withheld amount.
15a
Use on all projects under $1 million. Delete when Para 15b is used.
PAYMENT
Full compensation for conforming to the provisions of this section, not otherwise provided
for, shall be considered as included in the contract prices paid for the various contract items of
work involved and no additional compensation will be allowed therefore.
15b
Use on all projects over $10 million, where the contractor is to furnish a
biologist, with construction programmed to occur during the nesting season.
Provide a lump sum pay item for General Migratory Bird Protection.
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Estimate $ 200 per working day of contract that is programmed to occur
during the nesting season. Delete when Para 15a is used.
070727 WN **
Thc contract lump sum pricc paid for General Migratory Bird Protection shall include full •
_ . . . . . .- - • ... , • • - , - - , . . . - • . .. . . • . . . . .. . . . .
070727 WN **
• e • • „ • 1 •- - - -
1 • P
habitats against contamination from non native seeds and plants. Thc Contractor shall guard
Attention is directed to "Construction Site Management" of these special provisions
regarding vehicle and equipment cl aning.
- • . - . . " . - .1s" in the standard specifications regarding the
3
070727 WN **
The Contractor shall el an all equipment and vehicles with water to remove dirt, seeds,
vegetative material, or other dcbris that could contain or hold seeds of noxious wccds before or
upon arriving to, and leaving the project site
4 Insert depth of soil to be removed and disposed of from borrow site.
070727 WN **
As directed by the Engineer, the Contractor shall c • • . •- - - - • - • • -
Section 7 1.13 of the Standard Specifications.
the Engineer.
5 Insert a pay item for Nonnative Plant Protection. Provide supplemental
funds item 066224 for Supplemental Weed Control
070727 WN **
PAYMENT
1 89
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all the work involved in cleaning equipment, as specified in thc Standard Specifications and
these special provisions, and as directed by thc Engineer.
5 -1. RELATIONS WITH UNITED STATES ARMY CORPS OF ENGINEERS
Army Corps of Engineers. Thc Department of Transportation and thc United States Army Corps
of Engineers have entered into an agreement regarding a stream or lake. Thc Contractor shall be
that may govern the Contractor's operations in these ar as and shall conduct the work
aceerdingly.
2 *. District to specify address. If copies of the agreement are only available
at the District, delete reference to the Sacramento location.
Copies of the agreement may be obtained at the Department of Transportation, Plans and Bid
Documents Section, MS 26, 1120 N Street, Room 200, Sacramento, CA 95814, Telephone
916- 654 -4490, and are available for inspection at the office of the District Director of
Transportation at 464 W. 4 St., 8th floor, San Bernardino, CA 92401.
3
It is unlawful for any person to dredge or fill a stream, river or lake designated Waters of the
United States without first notifying the United States Army Corps of Engineers, unless the
project or activity is noticed and constructed in conformance with conditions of a non - reporting
general permit pursuant to Section 404 of the Clean Water Act
4
Attention is directed to Sections 7-1.01, "Laws to be Observed," 7 -1.01G "Water Pollution,"
and 7 -1.12, "Indemnification and Insurance," of the Standard Specifications.
5
Modifications to the agreement between the Department of Transportation and the United
States Army Corps of Engineers, which are proposed by the Contractor, shall be submitted in
writing to the Engineer for transmittal to the United States Army Corps of Engineers for their
consideration.
6
When the Contractor is notified by the Engineer that a modification to the agreement is under
consideration, no work shall be performed which is inconsistent with the original agreement or
proposed modification until the Department of Transportation and the United States Army Corps
of Engineers take action on the proposed modifications. Compensation for delay will be
determined in conformance with the provisions in Section 8 -1.09, "Right of Way Delays," of the
Standard Specifications.
7
The provisions of this section shall be made a part of every subcontract executed pursuant to
this contract.
8
Modifications to any agreement between the Department of Transportation and the Army
Corps of Engineers will be fully binding on the Contractor. The provisions of this section shall
be made a part of every subcontract executed pursuant to this contract.
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{ XE "07- 345 20 -07" }
Page 1 of 14
USE WITH 2006 STANDARDS.
STORM WATER POLLUTION PREVENTION PLAN (SWPPP) for use
with ALL projects where construction activities, such as clearing, grading,
and excavation result in one acre or more of soil disturbance; or for projects
where significant water quality impairment will result, as determined by the
Regional Water Quality Control Board (RWQCB).
10 -1. WATER POLLUTION CONTROL
GENERAL
Water pollution control work shall conform to the provisions in Section 7- 1.O1G, "Water
Pollution," of the Standard Specifications, section of these special provisions entitled "Relations
With California Regional Water Quality Control Board," and these special provisions.
2. Use when designers prepare a Storm Water Information Handout.
070727 WN **
A Storm Water Information Handout has been prepared for this contract and is available as
3
The Contractor may obtain other National Pollutant Discharge Elimination System (NPDES)
permits that apply to activities and mobile operations within or outside of the project limits
including asphalt batch plants, material borrow areas, concrete plants, staging areas, storage
yards, or access roads.
Paras 4 and 5. Edit if your District has a local office for obtaining guides and
manuals.
4
The Contractor shall perform water pollution control work in conformance with the
requirements in the "Storm Water Pollution Prevention Plan (SWPPP) and Water Pollution
Control Program (WPCP) Preparation Manual" and its addenda in effect on the day the Notice to
Contractors is dated. This manual is referred to as the "Preparation Manual." Copies of the
Preparation Manual may be obtained from:
State of California
Department of Transportation
Publication Distribution Unit
1900 Royal Oaks Drive
Sacramento, California 95815
Telephone: (916) 445 -3520
5
�* The Preparation Manual and other references for performing water pollution control work are
available from the Department's Construction Storm Water and Water Pollution Control web site
at:
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http://www.dot.ca.gov/hq/construcistormwater/stormwaterl.htm
6
Before the start of job site activities, the Contractor shall provide training for project
managers, supervisory personnel, and employees involved with water pollution control work.
The training shall include:
A. Rules and regulations
B. Implementation and maintenance for:
1. Temporary Soil Stabilization
2. Temporary Sediment Control
3. Tracking Control
4. Wind Erosion Control
7
The Contractor shall designate in writing a Water Pollution Control Manager (WPCM). The
Contractor shall submit a statement of qualifications describing the training, work history, and
expertise of the proposed WPCM. The qualifications shall include either:
A. A minimum of 24 hours of Department approved storm water management training
described at Department's Construction Storm Water and Water Pollution Control web
site.
B. Certification as a Certified Professional in Erosion and Sediment Control (CPESC).
8
The WPCM shall be:
A. Responsible for water pollution control work.
B. The primary contact for water pollution control work.
C. Have authority to mobilize crews to make immediate repairs to water pollution control
practices.
9
The Contractor may designate one manager to prepare the SWPPP and a different manager to
implement the plan. The WPCP preparer shall meet the training requirements for the WPCM.
10
STORM WATER POLLUTION PREVENTION PLAN
The Contractor shall submit a Storm Water Pollution Prevention Plan (SWPPP) to the
Engineer for approval. The SWPPP shall conform to the requirements in the Preparation
Manual, the NPDES permit, and these special provisions. The SWPPP shall be submitted in
place of the water pollution control program required by the provisions in Section 7- 1.01G,
"Water Pollution," of the Standard Specifications.
11
The SWPPP shall include water pollution control practices:
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A. For storm water and non -storm water from areas outside of the job site related to
construction activities for this contract such as:
1. Staging areas.
2. Storage yards.
3. Access roads.
B. Appropriate for each season as described in "Implementation Requirements" of these
special provisions.
C. For activities or mobile operations related to all NPDES permits.
12
The SWPPP shall include a schedule that:
A. Describes when work activities that could cause water pollution will be performed.
B. Identifies soil stabilization and sediment control practices for disturbed soil area.
C. Includes dates when these practices will be 25, 50, and 100 percent complete.
D. Shows 100 percent completion of these practices before the rainy season.
13 *. Add items included in the contract under the appropriate practices.
070727 WN **
The SWPPP shall include the following temporary water pollution control practices and their
associated contract items of work as shown on the plans or specified in these special provisions:
A. Temporary Soil Stabilization
1. 074023 Temporary Erosion Control
B. Temporary Sediment Control
1. 074028 Temporary Fiber Roll
2. 074029 Temporary Silt Fence
3. 074033 Temporary Construction Entrance
4. 074038 Temporary Drainage Inlet Protection
5. 074041 Street Sweeping
C. Tracking Control
1. 074033 Temporary Construction Entrance
2. 074041 Street Sweeping
D. Wind Erosion Control
1. 074023 Temporary Erosion Control
2. 074041 Street Sweeping
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E. Non -Storm Water Management
1. 074042 Temporary Concrete Washout (Portable)
F. Waste Management and Materials Pollution Control
1. 074042 Temporary Concrete Washout (Portable)
14 *. Use when construction of one or more permanent controls is necessary.
070727 WN **
The SWPPP shall include the following contract itc - - -- „ - • . - • • .
A.
B.
C.
15. Use for most projects outside the Lake Tahoe Hydrologic Unit. For less
complex projects, fast -track schedules, or short construction periods, the
time needed for submittal, review, and revision of the SWPPP may be
reduced. Deviation from the time frames indicated are allowed only with the
approval of the District Construction Storm Water Coordinator.
Within 20 days after contract approval, the Contractor shall submit 3 copies of the SWPPP to
the Engineer. The Contractor shall allow 20 days for the Engineer's review. If revisions are
required, the Engineer will provide comments and specify the date that the review stopped. The
Contractor shall revise and resubmit the SWPPP within 15 days of receipt of the Engineer's
comments. The Engineer's review will resume when the complete SWPPP is resubmitted.
When the Engineer approves the SWPPP, the Contractor shall submit 4 copies of the approved
SWPPP to the Engineer. The Contractor may proceed with construction activities if the
Engineer conditionally approves the SWPPP while minor revisions are being completed. If the
Engineer fails to complete the review within the time allowed and if, in the opinion of the
Engineer, completion of the work is delayed or interfered with by reason of the Engineer's delay,
the Contractor will be compensated for resulting losses, and an extension of time will be granted,
as provided for in Section 8 -1.09, "Right of Way Delays," of the Standard Specifications.
16. Use for projects within the Lake Tahoe Hydrologic Unit requiring 30-
day review by the Lahontan RWQCB before beginning construction.
Deviation from the timeframes indicated are allowed only with the approval
of the District Construction Storm Water Coordinator.
070727 WN **
the Engineer. The Contractor shall allow 20 days for the Engineer's review. If revisions are
required, the Engineer will provide comments and specify the date that the review stopped. The
- -. . - - - -'
comments. The Engineer's review will resume when the complete SWPPP is resubmitted.
When the Engineer approves the SWPPP, the Contractor shall submit 1 copies of the approved
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SWPPP to the Lahontan RWQCB for their review and comment. If the Lahontan RWQCB
activities shall begin no sooner than 30 days after the Engineer approves thc SWPPP. If the
Engineer fails to complete thc review within thc time allowed and if, in the opinion of the
Engineer, completion of the work is delayed or interfered with because of thc Engineer's or the
time will be granted, as provided for in Section 8 1.09, "Right of Way Dcla; G," of the St ara
Spcci€ ions.
17 *. Insert related permits obtained by the Department for the project such
as Fish & Game permits, US Army Corps of Engineers permits, RWQCB
401 Certifications, and RWQCB Waste Discharge Requirements for Aerially
Deposited Lead Reuse. Otherwise, delete.
070727 WN **
The SWPPP shall include a copy of the Notice of Construction, US Army Corps of Engineers
404 permit, RWQCB 401 Certification, and RWQCB Waste Discharge Requirements for
Aerially Deposited Lead Reuse.
18
The Contractor shall not perform work that may cause water pollution until the SWPPP has
been approved by the Engineer. The Engineer's review and approval shall not waive any
contract requirements and shall not relieve the Contractor from complying with Federal, State
and local laws, regulations, and requirements.
19. Include for complex multi -year projects, or where multiple construction
phases will occur. Otherwise, delete.
The Contractor shall amend the SWPPP annually and shall resubmit it to the Engineer
25 days before the defined rainy season.
20
If there is a change in construction schedule or activities, the Contractor shall prepare an
amendment to the SWPPP to identify additional or revised water pollution control practices. The
Contractor shall submit the amendment to the Engineer for review within a time agreed to by the
Engineer not to exceed the number of days specified for the initial submittal of the SWPPP. The
Engineer will review the amendment within the same time allotted for the review of the initial
submittal of the SWPPP.
21. Include supplemental funds to cover extra work for item 066596,
"Additional Water Pollution Control."
If directed by the Engineer or requested in writing by the Contractor and approved by the
Engineer, changes to the water pollution control work specified in these special provisions will
be allowed. Changes may include addition of new water pollution control practices. The
Contractor shall incorporate these changes in the SWPPP. Additional water pollution control
work will be paid for as extra work in accordance with Section 4 -1.03, "Extra work," of the
Standard Specifications.
22
The Contractor shall keep a copy of the approved SWPPP at the job site. The SWPPP shall
be made available when requested by a representative of the Regional Water Quality Control
Board, State Water Resources Control Board, United States Environmental Protection Agency,
or the local storm water management agency. Requests from the public shall be directed to the
Engineer.
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Delete Paras 23 thru 43 & Para 66 for projects within the Lake Tahoe
�V Hydrologic Unit or for projects that DO NOT discharge to waters of the
United States (e.g. USGS blue line).
23
SAMPLING AND ANALYSIS
The Contractor shall include a Sampling and Analysis Plan (SAP) in the SWPPP to monitor
the effectiveness of the water pollution control practices. The Contractor shall prepare the SAP
in conformance with the Preparation Manual.
24
The Contractor shall designate trained personnel to collect water quality samples. The
personnel and training shall be documented in the SAP. Training shall consist of the following
elements:
A. SAP review,
B. Health and safety review, and
C. Sampling simulations.
25
In the SAP the Contractor shall describe the following water quality sampling procedures:
A. Sampling preparation,
B. Collection,
C. Quality assurance and quality control,
D. Sample labeling,
E. Collection documentation,
F. Sample shipping,
G. Chain of custody,
H. Sample numbering, and
I. Precautions from the construction site health and safety plan.
26
The Contractor shall document sample collection during precipitation.
27
Samples to be analyzed in the field shall be taken by the Contractor's designated sampling
personnel using collection and analysis methods, and equipment calibration specified by the
manufacturer of the sampling equipment. Samples to be analyzed by a laboratory, shall be
sampled, preserved, and analyzed by a State - certified laboratory in conformance with the
requirements in 40 CFR Part 136, "Guidelines Establishing Test Procedures for the Analysis of
Pollutants." The Contractor shall identify the State - certified laboratory, sample containers,
preservation requirements, holding times, and analysis method in the SAP. A list of
State - certified laboratories that are approved by the Department is available at:
http:// www. dhs. ca. gov /ps /ls/ELAP/html/lablist.htm
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Use Paras 28 thru 33 only when there is storm water discharge from the
construction site directly into a body of water listed as already being
impaired by sedimentation /siltation or turbidity. The Clean Water Act,
Section 303(d) list is available in an appendix to the general permit at
http:// www.waterboards.ca.gov /stormwtr /gen_const.html #const permit.
These paragraphs do not apply to discharges that flow directly into
tributaries of listed bodies of water, which are not themselves listed; or to
discharges into Municipal Separate Storm Sewer Systems (MS4), including
Caltrans drainage systems.
28 *. Insert name of listed body of water into which the project will
discharge. Insert current impairment and what to monitor (e.g.,
sedimentation /siltation or turbidity).
070727 WN **
This project discharges directly into , a body of water
required by tho Clean Water Act, Section 303(d) to be listed as impaired due to
. Thc Contractor shall describe in the - - - :. - .
strategy for monitoring in the listed body of water in
29
Thc Contractor shall develop the SAP schedule so that water quality samples arc taken within
�"'` -- - ., :. ,: - - - " -• - -- 6 .. ..
again after at least 72 hours of dry weather the Contractor shall take ncwsamples, however,
30
In thc SAP tho Contractor shall idcntify the locations where runoff sourccs on thc • •
•- - -- - - .... 6.61. _ . -• . -- . -
--- -
Control Drawings.
31
Tho Contractor shall identify locations for collecting water quality samples and the reason for •
-- -- -•, - ._. - - -' .1666 - 6 - - -
A. Upstr ain from direct discharges from the construction site,
• 6666 ...- .. ., - -- ... ..- - _ _ - •- -._ .
site, and
32
Thc Contractor shall specify in the SAP that for discharges into bodies of water listed as
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•. _I . --
33
For discharges to 303(d) bodies of water listed as impaired due to turbidity the Contractor
shall specify in the SAP that samples will be analyzed for turbidity in accordant with the
requirements in EPA Test Method 180.1.
34. Use Paras 34 thru 40 only if storm water discharges directly to a water of
the United States (e.g., USGS blue line) or discharges to a drainage system
that discharges into a water of the United States.
Non - Visible Pollutants
This project has the potential to discharge non - visible pollutants in storm water from the
construction site. The Contractor shall include in the SAP a description of the sampling and
analysis strategy to be implemented on the project for monitoring non - visible pollutants.
35
In the SAP the Contractor shall identify potential non - visible pollutants that will be present
on the construction site associated with the following:
A. Construction materials and wastes;
B. Existing contamination due to historical site usage; or
C. Application of soil amendments, including soil stabilization products, with the potential
to alter pH or contribute toxic pollutants to storm water.
36
The Contractor shall show the locations planned for storage and use of the potential non-
visible pollutants on the SWPPP Water Pollution Control Drawings.
37
The Contractor shall include in the SAP the following list of conditions that require sampling
when observed during a storm water inspection:
A. Materials or wastes containing potential non - visible pollutants are not stored under
watertight conditions.
B. Materials or wastes containing potential non - visible pollutants are stored under watertight
conditions, but:
1. A breach, leakage, malfunction, or spill is observed;
2. The leak or spill has not been cleaned up before precipitation; and
3. There is the potential for discharge of non - visible pollutants to surface waters or
drainage system.
C. Construction activities; such as application of fertilizer, pesticide, herbicide, methyl
methacrylate concrete sealant, or non - pigmented curing compound; have occurred during
precipitation or within 24 hours preceding precipitation, and have the potential to
discharge pollutants to surface waters or drainage system.
D. Soil amendments, including soil stabilization products, with the potential to alter pH
levels or contribute toxic pollutants to storm water runoff have been applied, and have the
potential to discharge pollutants to surface waters or drainage system (unless independent
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test data are available that demonstrate acceptable concentrations of non - visible
pollutants in the soil amendment).
E. Storm water runoff from an area contaminated by historical usage of the site has the
potential to discharge pollutants to surface waters or drainage system.
38
The Contractor shall describe in the SAP the schedule for collecting a sample downhill from
each non - visible pollutant source and an uncontaminated control sample, during the first 2 hours
of discharge from precipitation during daylight hours that result in enough discharge for sample
collection. If discharge flows to the non - visible pollutant source, a sample shall be collected
immediately downhill from where the discharge enters the Department's right of way. If
precipitation occurs again after at least 72 hours of dry weather the Contractor shall take new
samples.
39
In the SAP the Contractor shall identify sampling locations for collecting downstream and
control samples, and the reason for their selection. The control sampling location shall be
selected so the sample does not come into contact with materials, wastes or areas associated with
potential non - visible pollutants or disturbed soil areas. The Contractor shall show non - visible
pollutant sampling locations on the SWPPP Water Pollution Control Drawings.
40
The Contractor shall identify in the SAP the analytical method to be used for downhill and
control samples for potential non - visible pollutants on the project.
Use Paras 41 thru 43 and Para 66 when Para 28 thru 33 or when Paras 34
thru 40 are used.
41
Analytical Results and Evaluation
The Contractor shall submit a hard copy and electronic copy of water quality analytical
results, and quality assurance and quality control data to the Engineer within 5 days of sampling
for field analyses, and within 30 days for laboratory analyses. The Contractor shall also provide
an evaluation of whether the downhill samples show levels of the tested parameter higher than in
the control sample. If downhill or downstream samples show increased levels, the Contractor
will assess the water pollution control measures, site conditions, and surrounding influences to
determine the probable cause for the increase. As determined by the assessment, the Contractor
will repair or modify water pollution control measures to address increases and amend the
SWPPP as necessary. Electronic results (in one of the following file formats: .xls, .txt, .csv,
.dbs, or .mdb) shall have the following information:
A. Sample identification number.
B. Contract number.
C. Constituent.
D. Reported value.
E. Analytical method.
F. Method detection limit.
G. Reported limit.
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42
The Contractor shall maintain the water quality sampling documentation and analytical
results with the SWPPP on the project site.
43
If construction activities or knowledge of site conditions change such that discharges or
sampling locations change, the Contractor shall amend the SAP in conformance with this
section, "Water Pollution Control."
44
IMPLEMENTATION REQUIREMENTS
The Contractor's responsibility for SWPPP implementation shall continue throughout any
temporary suspension of work ordered in conformance with the provisions in Section 8 -1.05,
"Temporary Suspension of Work," of the Standard Specifications.
45
If the Contractor or the Engineer identifies a deficiency in the implementation of the
approved SWPPP, the deficiency shall be corrected immediately, unless an agreed date for
correction is approved in writing by the Engineer. The deficiency shall be corrected before the
onset of precipitation. If the Contractor fails to correct the deficiency by the agreed date or
before the onset of precipitation, the Department may correct the deficiency and deduct the cost
of correcting deficiencies from payments.
46
If the Contractor fails to conform to the provisions of this section, "Water Pollution Control,"
the Engineer may order the suspension of work until the project complies with the requirements
of this section.
47. Use if early construction is required for permanent water pollution
control items such as slope paving, rock slope protection, ditch lining, and
infiltration or detention basins, etc. Identify the schedule in "Order of
Work."
070727 WN **
48
Year -Round
The Contractor shall monitor the National Weather Service weather forecast on a daily basis
during the contract. The Contractor may use an alternative weather forecasting service if
approved by the Engineer. Appropriate water pollution control practices shall be in place before
precipitation.
49
The Contractor may discontinue earthwork operations for a disturbed area for up to 21 days
and the disturbed soil area will still be considered active. When earthwork operations in the
® disturbed area have been completed, the Contractor shall implement appropriate water pollution
control practices within 15 days, or before predicted precipitation, whichever occurs first.
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50. Use only for projects at or below 4,000 feet in elevation in the Lahontan
RWQCB areas of Districts 2, 3, 6, 7, 8, 9, & 10 and Colorado River Basin
r RWQCB areas of Districts 8 & 11.
Consult the District NPDES or Construction Storm Water Coordinator for
special soil stabilization and sediment control required by the RWQCB to be
implemented during the rainy season for the project, and add these special
requirements as part of Para 50. Delete Para 51.
070727 WN **
Rainy Season
season bctwccn August 1 and October 1, and between November 1 and May 1.
51 *. Use for projects not using Para 50 and insert designated rainy seasons
as defined in Section 2 of the Construction Site BMPs Manual (available at:
http: / /www. dot. ca. gov /hq/ construc /stormwater /stormwaterl.htm). Delete
Para 50, but keep heading. For projects with 2 rainy seasons, add the
following text to the end of the paragraph: " , and between
and ." and insert dates of second rainy
season.
070727 WN **
The Contractor shall provide soil stabilization and sediment control practices during the rainy
season between October 1 and May 1.
52. Use when early assurance of rainy season control practice
implementation is deemed critical by the District Construction Storm Water
Coordinator.
The Contractor shall implement soil stabilization and sediment control practices a minimum
of 10 days before the start of the rainy season.
53 *. For projects with less than 5 acres of total disturbed project area, insert
the disturbed project area as the active disturbed soil area.
For most projects with 5 acres or more total disturbed project area, insert 5
acres as the active disturbed soil area. For sensitive projects, the 5 acres of
active disturbed soil area may be decreased. The active disturbed soil area
may be increased if concurrence is obtained from the appropriate District
Storm Water Coordinator.
070727 WN **
During the defined rainy season, the active disturbed soil area of the project site shall be not
more than 5 acres. The Engineer may approve expansions of the active disturbed soil area limit
if requested in writing. The Contractor shall maintain soil stabilization and sediment control
materials on site to protect disturbed soil areas.
54. Use for all projects located in the Lake Tahoe, Truckee River, East Fork
Carson River, or West Fork Carson River Hydrologic Units, or for projects
above 5,000 feet in elevation in the portions of Mono County or Inyo County
within the Lahontan RWQCB, unless granted a variance by the RWQCB
Executive Officer.
070727 WN **
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�•%
between October 15 and May 1. ., . .
55 *. For items "D" & "E" below, edit the inspection period. For Lake
Tahoe Hydrologic Unit "D" shall be every day and "E" shall be daily.
Otherwise, insert time appropriate for project conditions.
INSPECTION AND MAINTENANCE
The WPCM shall inspect the water pollution control practices identified in the SWPPP as
follows:
A. Before a forecasted storm,
B. After precipitation that causes site runoff,
C. At 24 -hour intervals during extended precipitation,
D. On a predetermined schedule, a minimum of once every 2 weeks outside of the defined
rainy season, and
E. On a predetermined schedule, a minimum of once a week during the defined rainy
season.
56
The WPCM shall oversee the maintenance of the water pollution control practices.
57
The WPCM shall use the Storm Water Quality Construction Site Inspection Checklist
provided in the Preparation Manual or an alternative inspection checklist provided by the
Engineer. A copy of the completed site inspection checklist shall be submitted to the Engineer
within 24 hours of finishing the inspection.
58. Use in projects with plant establishment work.
The Contractor may request approval from the Engineer to suspend inspections of water
pollution control practices after work except plant establishment is complete. The Engineer's
approval is contingent on approval from the Regional Water Quality Control Board. The
Contractor shall not suspend inspections until written approval from the Engineer is received.
59. Edit the number of days in the second sentence if a local RWQCB
requires a shorter notification period.
REPORTING REQUIREMENTS
If the Contractor identifies discharges into surface waters or drainage systems causing or
potentially causing pollution, or if the project receives a written notice or order from a regulatory
agency, the Contractor shall immediately inform the Engineer. The Contractor shall submit a
written report to the Engineer within 7 days of the discharge, notice or order. The report shall
include the following information:
A. The date, time, location, and nature of the operation, type of discharge and quantity, and
the cause of the notice or order.
B. The water pollution control practices used before the discharge, or before receiving the
notice or order.
C. The date of placement and type of additional or altered water pollution control practices
placed after the discharge, or after receiving the notice or order.
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D. A maintenance schedule for affected water pollution control practices.
60
Annual Certifications
By June 15 of each year, the Contractor shall complete and submit to the Engineer an Annual
Certification of Compliance, as contained in the Preparation Manual.
61
PAYMENT
During each estimate period the Contractor fails to conform to the provisions in this section,
"Water Pollution Control," or fails to implement the water pollution control practices shown on
the plans or specified elsewhere in these special provisions as items of work, the Department will
withhold 25 percent of the progress payment.
62
Withholds for failure to perform water pollution control work will be in addition to all other
withholds provided for in the contract. The Department will return performance - failure
withholds in the progress payment following the correction of noncompliance.
63. Include Item 074019 "Prepare Storm Water Pollution Prevention Plan."
The contract lump sum price paid for prepare storm water pollution prevention plan shall
include full compensation for furnishing all labor, materials, tools, equipment, and incidentals
and for doing all the work involved in preparing, obtaining approval of, and amending the
SWPPP, as specified in the Standard Specifications and these special provisions, and as directed
by the Engineer.
64. Use only for projects with 60 working days or less.
070727 WN **
A. After the SWPPP has been approved by the Engineer, 75 percent of the contract item
progress estimate.
B. After acceptance of thc contract in conformance with the provisions in Section 7 1.17,
"Acceptance of Contract," of tho Standard Specifications, payment for tho remaining
percentage of thc contract itom price for prepare storm water pollution prevention plan
will be made in conformance with the provisions in Section 9 1.07A, "Payment Prior to
Proposed Final Estimate."
65. Use only for projects with more than 60 working days.
Payments for prepare storm water pollution prevention plan will be made as follows:
A. After the SWPPP has been approved by the Engineer, 50 percent of the contract item
price for prepare storm water pollution prevention plan will be included in the monthly
progress estimate.
B. Forty percent of the contract item price for prepare storm water pollution prevention plan
will be paid over the life of the contract.
C. After acceptance of the contract in conformance with the provisions in Section 7 -1.17,
"Acceptance of Contract," of the Standard Specifications, payment for the remaining
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10 percent of the contract item price for prepare storm water pollution prevention plan
will be made in conformance with the provisions in Section 9- 1.07A, "Payment Prior to
Proposed Final Estimate."
66. Include additional supplemental funds to cover extra work for
Item 066597 "Storm Water Sampling and Analysis."
Storm water sampling and analysis will be paid for as extra work as provided in
Section 4- 1.03D, "Extra Work," of the Standard Specifications. No payment will be made for
the preparation, collection, analysis, and reporting of storm water samples where appropriate
water pollution control practices are not implemented before precipitation or if a failure of a
water pollution control practice is not corrected before precipitation.
67
Implementation of water pollution control practices in areas outside the highway right of way
not specifically provided for in the SWPPP or in these special provisions will not be paid for.
68
Water pollution control practices for which there are separate contract items of work will be
measured and paid for as those contract items of work.
c
c
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{ XE "07- 346 06 -07" }
Page l of 16
USE WITH 2006 STANDARDS.
DO NOT EDIT EXCEPT WHERE INDICATED.
Use item number 074016, "Construction Site Management."
10 -1. CONSTRUCTION SITE MANAGEMENT
Construction site management shall consist of controlling potential sources of water pollution
before they come in contact with storm water systems or watercourses. The Contractor shall
control material pollution and manage waste and non -storm water existing at the construction
site by implementing effective handling, storage, use, and disposal practices.
2
Attention is directed to "Water Pollution Control" of these special provisions regarding the
Contractor's appointment of a water pollution control manager (WPCM) for the project.
3
The Contractor shall train all employees and subcontractors regarding:
A. Material pollution prevention and control;
B. Waste management;
C. Non -storm water management;
D. Identifying and handling hazardous substances; and
E. Potential dangers to humans and the environment from spills and leaks or exposure to
toxic or hazardous substances.
4
Training shall take place before starting work on this project. New employees shall receive
the complete training before starting work on this project. The Contractor shall have regular
meetings to discuss and reinforce spill prevention and control; material delivery, storage, use,
and disposal; waste management; and non -storm water management procedures.
5
Instructions for material and waste handling, storage, and spill reporting and cleanup shall be
posted at all times in an open, conspicuous, and accessible location at the construction site.
6
Nonhazardous construction site waste and excess material shall be recycled when practical or
disposed of in accordance with the provisions in Section 7 -1.13, "Disposal of Material Outside
the Highway Right of Way," of the Standard Specifications, unless otherwise specified.
7
Vehicles and equipment at the construction site shall be inspected by the WPCM on a
frequent, predetermined schedule, and by the operator each day of use. Leaks shall be repaired
immediately, or the vehicle or equipment shall be removed from the construction site.
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8
SPILL PREVENTION AND CONTROL
The Contractor shall implement spill and leak prevention procedures when chemicals or
hazardous substances are stored. Spills of petroleum products; substances listed under CFR Title
40, Parts 110, 117, and 302; and sanitary and septic waste shall be contained and cleaned up as
soon as is safe.
9
Minor spills involve small quantities of oil, gasoline, paint, or other material that can be
controlled by the first responder upon discovery of the spill. Cleanup of minor spills includes:
A. Containing the spread of the spill,
B. Recovering the spilled material using absorption,
C. Cleaning the contaminated area, and
D. Disposing of contaminated material promptly and properly.
10
Semi - significant spills are those that can be controlled by the first responder with the help of
other personnel. Cleanup of semi - significant spills shall be immediate. Cleanup of semi -
significant spills includes:
A. Containing the spread of the spill;
B. Recovering the spilled material using absorption if the spill occurs on paved or an ^ impermeable surface;
fir.✓ C. Containing the spill with an earthen dike and digging up contaminated soil for disposal if
the spill occurs on dirt;
D. Covering the spill with plastic or other material to prevent contaminating runoff if the
spill occurs during precipitation; and
E. Disposing of contaminated material promptly and properly.
11
Significant or hazardous spills are those that cannot be controlled by construction personnel.
Notifications of these spills shall be immediate. The following steps shall be taken:
A. Construction personnel shall not attempt to cleanup the spill until qualified staff have
arrived;
B. Notify the Engineer and follow up with a written report;
C. Obtain the services of a spills contractor or hazardous material team immediately;
D. Notify the local emergency response team by dialing 911 and county officials at the
emergency phone numbers kept on the construction site;
E. Notify the Governor's Office of Emergency Services Warning Center at (805) 852 -7550;
F. Notify the National Response Center at (800) 424 -8802 regarding spills of Federal
reportable quantities in conformance with CFR Title 40, Parts 110, 119, and 302;
G. Notify other agencies as appropriate, including:
1. Fire Department,
2. Public Works Department,
3. Coast Guard,
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4. Highway Patrol,
5. City Police or County Sheriff Department,
,i 6 Department of Toxic Substances,
7. California Division of Oil and Gas,
8. Cal OSHA, or
9. Regional Water Resources Control Board.
12
The WPCM shall oversee and enforce proper spill prevention and control measures. Minor,
semi - significant, and significant spills shall be reported to the Contractor's WPCM who shall
notify the Engineer immediately.
13
The Contractor shall prevent spills from entering storm water runoff before and during
cleanup. Spills shall not be buried or washed with water.
14
The Contractor shall keep material or waste storage areas clean, well organized, and
equipped with enough cleanup supplies for the material being stored. Plastic shall be placed
under paving equipment when not in use to catch drips.
15
MATERIAL MANAGEMENT
Material shall be delivered, used, and stored for this contract in a manner that minimizes or
eliminates discharge of material into the air, storm drain systems, or watercourses.
16
The Contractor shall implement the practices described in this section when taking delivery
of, using, or storing the following materials:
A. Hazardous chemicals including:
1. Acids,
2. Lime,
3. Glues,
4. Adhesives,
5. Paints,
6. Solvents, and
7. Curing compounds;
B. Soil stabilizers and binders;
C. Fertilizers;
D. Detergents;
E. Plaster;
F. Petroleum products including:
1. Fuel,
2. Oil, and
3. Grease;
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G. Asphalt components and concrete components; and
H. Pesticides and herbicides.
17
The Contractor shall supply the Material Safety Data Sheet to the Engineer for material used
or stored. The Contractor shall keep an accurate inventory of material delivered and stored at the
construction site.
18
Employees trained in emergency spill cleanup procedures shall be present when hazardous
materials or chemicals are unloaded.
19
The Contractor shall use recycled or less hazardous products when practical.
20
Material Storage
The Contractor shall store liquids, petroleum products, and substances listed in CFR Title 40,
Parts 110, 117, and 302 in containers or drums approved by the United States Environmental
Protection Agency, and place them in secondary containment facilities.
21
Secondary containment facilities shall be impervious to the materials stored there for a
minimum contact time of 72 hours.
22
Throughout the rainy season secondary containment facilities shall be covered during non-
working days and when precipitation is predicted. Secondary containment facilities shall be
adequately ventilated.
23
The Contractor shall keep the secondary containment facility free of accumulated rainwater
or spills. After precipitation, or in the event of spills or leaks, accumulated liquid shall be
collected and placed into drums within 24 hours. These liquids shall be handled as hazardous
waste in accordance with the provisions in "Hazardous Waste" of these special provisions, unless
testing determines them to be nonhazardous.
24
Incompatible materials, such as chlorine and ammonia, shall not be stored in the same
secondary containment facility.
25
Materials shall be stored in the original containers with the original product labels maintained
in legible condition. Damaged or illegible labels shall be replaced immediately.
26
The secondary containment facility shall have the capacity to contain precipitation from a 24-
hour -long, 25 -year storm; and 10 percent of the aggregate volume of all containers, or all of the
volume of the largest container within the facility, whichever is greater.
0
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27
The Contractor shall store bagged or boxed material on pallets. Throughout the rainy season,
bagged or boxed material shall be protected from wind and rain during non - working days and
when precipitation is predicted.
28
The Contractor shall provide sufficient separation between stored containers to allow for spill
cleanup or emergency response access. Storage areas shall be kept clean, well organized, and
equipped with cleanup supplies appropriate for the materials being stored.
29
The Contractor shall repair or replace perimeter controls, containment structures, covers, and
liners as needed. Storage areas shall be inspected before and after precipitation, and at least
weekly during other times.
30
Stockpile Management
The Contractor shall reduce or eliminate potential air and water pollution from stockpiled
material including soil, paving material, or pressure treated wood. Stockpiles shall be located
out of floodplains when possible, and at least 50 feet from concentrated flows of storm water,
drainage courses, or inlets unless written approval is obtained from the Engineer.
31
The Contractor may discontinue adding or removing material for up to 21 days and a
stockpile will still be considered active.
32
The Contractor shall protect active stockpiles with plastic or geotextile cover, soil
stabilization measures, or with linear sediment barrier when precipitation is predicted. Active
stockpiles of cold mix asphalt concrete shall be placed on an impervious surface and covered
with plastic when precipitation is predicted.
33
The Contractor shall protect inactive soil stockpiles with a plastic or geotextile cover, or with
soil stabilization measures at all times during the rainy season. A linear sediment barrier around
the perimeter of the stockpile shall also be used. During the non -rainy season soil stockpiles
shall be covered and protected with a linear sediment barrier when precipitation is predicted.
The Contractor shall control wind erosion during dry weather as provided in Section 10, "Dust
Control," of the Standard Specifications.
34
Stockpiles of portland cement concrete rubble, asphalt concrete, asphalt concrete rubble,
aggregate base, or aggregate subbase shall be covered with plastic or geotextile, or protected
with a linear sediment barrier at all times during the rainy season, and when precipitation is
predicted during the non -rainy season.
35
Stockpiles of cold mix asphalt concrete shall be placed on and covered with impermeable
material at all times during the rainy season, and when precipitation is predicted during the non-
rainy season.
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36
Stockpiles of pressure treated wood shall be covered with impermeable material and placed
�✓ on pallets at all times during the rainy season, and when precipitation is predicted during the
non -rainy season.
37
The Contractor shall repair or replace linear sediment barriers and covers as needed or as
directed by the Engineer to keep them functioning properly. Sediment shall be removed when it
accumulates to 1/3 of the linear sediment barrier height.
38
WASTE MANAGEMENT
Solid Waste
The Contractor shall not allow litter or debris to accumulate anywhere on the construction
site, including storm drain grates, trash racks, and ditch lines. The Contractor shall pick up and
remove trash and debris from the construction site at least once a week. The WPCM shall
monitor solid waste storage and disposal procedures on the construction site. The Contractor
shall provide enough dumpsters of sufficient size to contain the solid waste generated by the
project. Dumpsters shall be emptied when refuse reaches the fill line. Dumpsters shall be
watertight. The Contractor shall not wash out dumpsters on the construction site. The
Contractor shall provide additional containers and more frequent pickup during the demolition
phase of construction
39
Solid waste includes:
A. Brick,
B. Mortar,
C. Timber,
D. Metal scraps,
E. Sawdust,
F. Pipe,
G. Electrical cuttings,
H. Non - hazardous equipment parts,
I. Styrofoam and other packaging materials,
J. Vegetative material and plant containers from highway planting, and
K. Litter and smoking material, including litter generated randomly by the public.
40
Trash receptacles shall be provided and used in the Contractor's yard, field trailers, and
locations where workers gather for lunch and breaks.
41
Hazardous Waste
The Contractor shall implement hazardous waste management practices when waste is
generated on the construction site from the following substances:
A. Petroleum products,
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B. Asphalt products,
C. Concrete curing compound,
' D. Pesticides,
E. Acids,
F. Paints,
G. Stains,
H. Solvents,
I. Wood preservatives,
J. Roofing tar, and
K. Materials classified as hazardous by California Code of Regulations, Title 22, Division
4.5; or listed in CFR Title 40, Parts 110, 117, 261, or 302.
42
Nothing in these special provisions shall relieve the Contractor of the responsibility for
compliance with Federal, State, and local laws regarding storage, handling, transportation, and
disposal of hazardous wastes.
43 *. Insert the title of the SSP used for existing hazardous material on this
project. Delete if no existing hazardous material has been identified.
070727 WN **
Hazardous material existing on the construction site before mobilization shall be handled and
disposed of in accordance with " Material Containing Aerially Deposited Lead " of these special
provisions.
44
The WPCM shall oversee and enforce hazardous waste management practices. Production of
hazardous materials and hazardous waste on the construction site shall be kept to a minimum.
Perimeter controls, containment structures, covers, and liners shall be repaired or replaced when
damaged.
45
The Contractor shall have a laboratory certified by the Department of Health Services (DHS)
sample and test waste when hazardous material levels are unknown to determine safe methods
for storage and disposal.
46
The Contractor shall segregate potentially hazardous waste from nonhazardous waste at the
construction site. Hazardous waste shall be handled, stored, and disposed of as required in
California Code of Regulations, Title 22, Division 4.5, Section 66262.34; and in CFR Title 49,
Parts 261, 262, and 263.
47
The Contractor shall store hazardous waste in sealed containers constructed and labeled with
the contents and date accumulated as required in California Code of Regulations, Title 22,
Division 4.5; and in CFR Title 49, Parts 172, 173, 178, and 179. Hazardous waste containers
shall be kept in temporary containment facilities conforming to the provisions in "Material
Storage" of these special provisions.
48
There shall be adequate storage volume and containers shall be conveniently located for
hazardous waste collection. Containers of hazardous waste shall not be overfilled and hazardous
wastes shall not be mixed. Containers of dry waste that are not watertight shall be stored on
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pallets. The Contractor shall not allow potentially hazardous waste to accumulate on the ground.
Hazardous waste shall be stored away from storm drains, watercourses, moving vehicles, and
equipment.
49
The Contractor shall clean water based or oil based paint from brushes or equipment within a
contained area and shall not contaminate soil, watercourses, or storm drain systems. Paints,
thinners, solvents, residues, and sludges that cannot be recycled or reused shall be disposed of as
hazardous waste. When thoroughly dry, latex paint and paint cans, used brushes, rags, absorbent
materials, and drop cloths shall be disposed of as solid waste.
50
The Contractor shall dispose of hazardous waste within 90 days of being generated.
Hazardous waste shall be disposed of by a licensed hazardous waste transporter using uniform
hazardous waste manifest forms and taken to a Class I Disposal Site. A copy of the manifest
shall be provided to the Engineer.
51
Contaminated Soil
The Contractor shall identify contaminated soil from spills or leaks by noticing discoloration,
odors, or differences in soil properties. Soil with evidence of contamination shall be sampled
and tested by a laboratory certified by DHS. If levels of contamination are found to be
hazardous, the soil shall be handled and disposed of as hazardous waste.
52 *. Insert the title of the SSP used for existing contaminated soil on this
project. Delete if no existing contaminated soil has been identified.
070727 WN **
Contaminated soil existing on the construction site before mobilization shall be handled and
disposed of in accordance with " Material Containing Aerially Deposited Lead " of these special
provisions.
53
The Contractor shall prevent the flow of water, including ground water, from mixing with
contaminated soil by using one or a combination of the following measures:
A. Berms,
B. Cofferdams,
C. Grout curtains,
D. Freeze walls, or
E. Concrete seal course.
54
If water mixes with contaminated soil and becomes contaminated, the water shall be sampled
and tested by a laboratory certified by the DHS. If levels of contamination are found to be
hazardous, the water shall be handled and disposed of as hazardous waste.
55
Concrete Waste
The Contractor shall implement practices to prevent the discharge of portland cement
concrete or asphalt concrete waste into storm drain systems or watercourses.
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56
Portland cement concrete or asphalt concrete waste shall be collected at the following
locations and disposed of:
A. Where concrete material, including grout, is used;
B. Where concrete dust and debris result from demolition;
C. Where sawcutting, coring, grinding, grooving, or hydro- concrete demolition of portland
cement concrete or asphalt concrete creates a residue or slurry; or
D. Where concrete trucks or other concrete - coated equipment is cleaned at the construction
site.
57
Sanitary and Septic Waste
Wastewater from sanitary or septic systems shall not be discharged or buried within the
Department right of way. The WPCM shall inspect sanitary or septic waste storage and monitor
disposal procedures at least weekly. Sanitary facilities that discharge to the sanitary sewer
system shall be properly connected and free from leaks.
58
The Contractor shall obtain written approval from the local health agency, city, county, and
sewer district before discharging from a sanitary or septic system directly into a sanitary sewer
system, and provide a copy to the Engineer. The Contractor shall comply with local health
agency requirements when using an on -site disposal system.
59
Liquid Waste
The Contractor shall not allow construction site liquid waste, including the following, to
enter storm drain systems or watercourses:
A. Drilling slurries or fluids,
B. Grease -free or oil -free wastewater or rinse water,
C. Dredgings,
D. Liquid waste running off a surface including wash or rinse water, or
E. Other non -storm water liquids not covered by separate permits.
60
The Contractor shall hold liquid waste in structurally sound, leak proof containers such as:
A. Sediment traps,
B. Roll -off bins, or
C. Portable tanks.
61
Liquid waste containers shall be of sufficient quantity and volume to prevent spills and leaks.
The containers shall be stored at least 50 feet from storm drains, watercourses, moving vehicles,
and equipment.
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62
The Contractor shall remove and dispose of deposited solids from sediment traps as provided
r✓ in "Solid Waste" of these special provisions, unless determined infeasible by the Engineer.
63
Liquid waste may require testing to determine hazardous material content before disposal.
64
Drilling fluids and residue shall be disposed of outside the highway right of way. If the
Engineer determines that an appropriate location is available, fluids and residue exempt under
California Code of Regulations, Title 23, Section 2511(g) may be dried by infiltration and
evaporation in a leak proof container. The remaining solid waste may be disposed of as provided
in "Solid Waste" of these special provisions.
65
NON -STORM WATER MANAGEMENT
Water Control and Conservation
The Contractor shall prevent erosion or the discharge of pollutants into storm drain systems
or watercourses by managing the water used for construction operations. The Contractor shall
obtain the Engineer's approval before washing anything on the construction site with water that
could discharge into a storm drain system or watercourse. Discharges shall be reported to the
Engineer immediately.
66
The Contractor shall implement water conservation practices when water is used on the
construction site. Irrigation areas shall be inspected and watering schedules shall be adjusted to
prevent erosion, excess watering, or runoff. The Contractor shall shut off the water source to
broken lines, sprinklers, or valves, and they shall be repaired as soon as possible. When
possible, water from waterline flushing shall be reused for landscape irrigation. Paved areas
shall be swept and vacuumed, not washed with water.
67
Construction water runoff, including water from water line repair, shall be directed to areas
to infiltrate into the ground and shall not be allowed to enter storm drain systems or
watercourses. Spilled water shall not be allowed to escape water truck filling areas. When
possible, the Contractor shall direct water from off -site sources around the construction site, or
shall minimize contact with the construction site.
68
Illegal Connection and Discharge Detection and Reporting
The Contractor shall inspect the construction site and the site perimeter before beginning
work for evidence of illegal connections, discharges, or dumping. Subsequently, the
construction site and perimeter shall be inspected on a frequent, predetermined schedule.
69
The Contractor shall immediately notify the Engineer when illegal connections, discharges,
or dumping are discovered. The Contractor shall take no further action unless directed by the
® Engineer. Unlabeled or unidentifiable material shall be assumed to be hazardous.
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70
® The Contractor shall look for the following evidence of illegal connections, discharges, or
dumping:
A. Debris or trash piles,
B. Staining or discoloration on pavement or soils,
C. Pungent odors coming from drainage systems,
D. Discoloration or oily sheen on water,
E. Stains or residue in ditches, channels or drain boxes,
F. Abnormal water flow during dry weather,
G. Excessive sediment deposits,
H. Nonstandard drainage junction structures, or
I. Broken concrete or other disturbances near junction structures.
71
Vehicle and Equipment Cleaning
The Contractor shall limit vehicle and equipment cleaning or washing on the construction
site to that necessary to control vehicle tracking or hazardous waste. Vehicles and equipment
shall not be cleaned on the construction site with soap, solvents, or steam until the Engineer has
been notified. The resulting waste shall be contained and recycled, or disposed of as provided in
"Liquid Waste" or "Hazardous Waste" of these special provisions, whichever is applicable. The
Contractor shall not use diesel to clean vehicles or equipment, and shall minimize the use of
solvents.
72
The Contractor shall clean or wash vehicles and equipment in a structure equipped with
disposal facilities. If using a structure is not possible, vehicles and equipment shall be cleaned or
washed in an outside area with the following characteristics:
A. Located at least 50 feet from storm drainage systems or watercourses,
B. Paved with asphalt concrete or portland cement concrete,
C. Surrounded by a containment berm, and
D. Equipped with a sump to collect and dispose of wash water.
73
When washing vehicles or equipment with water, the Contractor shall use as little water as
possible. Hoses shall be equipped with a positive shutoff valve.
74
Wash racks shall discharge to a recycle system or to another system approved by the
Engineer. Sumps shall be inspected regularly, and liquids and sediments shall be removed as
needed.
75
Vehicle and Equipment Fueling and Maintenance
The Contractor shall fuel or perform maintenance on vehicles and equipment off the
construction site whenever practical. When fueling or maintenance must be done at the
construction site, the Contractor shall designate a site, or sites, and obtain approval from the
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Engineer before using. The fueling or maintenance site shall be protected from storm water,
shall be on level ground, and shall be located at least 50 feet from drainage inlets or
watercourses. The WPCM shall inspect the fueling or maintenance site regularly. Mobile
fueling or maintenance shall be kept to a minimum.
76
The Contractor shall use containment berms or dikes around the fueling and maintenance
area. Adequate amounts of absorbent spill cleanup material and spill kits shall be kept in the
fueling and maintenance area and on fueling trucks. Spill cleanup material and kits shall be
disposed of immediately after use. Drip pans or absorbent pads shall be used during fueling or
maintenance unless performed over an impermeable surface.
77
Fueling or maintenance operations shall not be left unattended. Fueling nozzles shall be
equipped with an automatic shutoff control. Vapor recovery fueling nozzles shall be used where
required by the Air Quality Management District. Nozzles shall be secured upright when not in
use. Fuel tanks shall not be topped -off.
78
The Contractor shall recycle or properly dispose of used batteries and tires.
79
070727 WN **
Drip pans or plastic sheeting shall be placed under vehicles or equipment on docks, bargcs, or
- - . . - _ _ - - - - - - :r equipment will bc idle for more than one hour.
80
070727 WN ** • - . . . . . . . • .., . .• - , . • . , ..
81
070727 WN **
• ... • •
•
Debris catching devices shall bc emptied regularly and debris shall be handled as provided in
"Waste Management" of these special provisions.
82
070727 WN **
•1' . ' : - e .. . _ - .
watercourses every day.
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83
Paving, Sealing, Sawcutting, and Grinding Operations
The Contractor shall prevent the following material from entering storm drain systems or
water courses:
A. Cementitious material,
B. Asphaltic material,
C. Aggregate or screenings,
D. Grinding or sawcutting residue,
E. Pavement chunks, or
F. Shoulder backing.
84
The Contractor shall cover drainage inlets and use linear sediment barriers to protect
downhill watercourses until paving, sealing, sawcutting, or grinding operations are completed
and excess material has been removed. Drainage inlets and manholes shall be covered during the
application of seal coat, tack coat, slurry seal, or fog seal.
85
During the rainy season or when precipitation is predicted, paving, sawcutting, and grinding
operations shall be limited to places where runoff can be captured. Seal coat, tack coat, slurry
seal, or fog seal operations shall not begin if precipitation is predicted for the application or the
curing period. The Contractor shall not excavate material from existing roadways during
precipitation.
86
The Contractor shall vacuum up slurry from sawcutting operations immediately after the
slurry is produced. Slurry shall not be allowed to run onto lanes open to public traffic or off the
pavement.
87
The Contractor shall collect residue from portland cement concrete grinding operations with
a vacuum attachment on the grinding machine. The residue shall not be left on the pavement or
allowed to flow across the pavement.
88
Material excavated from existing roadways may be stockpiled as provided in "Stockpile
Management" of these special provisions if approved by the Engineer. Asphalt concrete chunks
used in embankment shall be placed above the water table and covered by at least one foot of
material.
89
Substances used to coat asphalt trucks and equipment shall not contain soap, foaming agents,
or toxic chemicals.
90
Thermoplastic Striping and Pavement Markers
® Thermoplastic striping and preheating equipment shutoff valves shall work properly at all
times when on the construction site. The Contractor shall not preheat, transfer, or load
thermoplastic within 50 feet of drainage inlets or watercourses. The Contractor shall not fill the
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preheating container to more than 6 inches from the top. Truck beds shall be cleaned daily of
scraps or melted thermoplastic.
err' 91
The Contractor shall not unload, transfer, or load bituminous material for pavement markers
within 50 feet of drainage inlets or watercourses. All pressure shall be released from melting
tanks before removing the lid to fill or service. Melting tanks shall not be filled to more than
6 inches from the top.
92
The Contractor shall collect bituminous material from the roadway after marker removal.
93
070727 WN **
e Driving
driving equipment shall be parked over drip pans, absorbent pads, or plastic sheeting where
possible. When not in use, pile driving equipment shall be stored at lest 50 feet from
concentrated flows of storm water, drainage courses, or inlets. The Contractor shall protcct pile
predicted. Thc WPCM shall inspect the pile driving area every day for leaks and spills.
94
070727 WN **
Thc Contractor shall use vegetable oil instead of hydraulic fluid when practical.
95
Concrete Curing
The Contractor shall not overspray chemical curing compound. Drift shall be minimized by
spraying as close to the concrete as possible. Drainage inlets shall be covered before applying
curing compound.
96
The Contractor shall minimize the use and discharge of water by using wet blankets or
similar methods to maintain moisture when curing concrete.
97
Concrete Finishing
The Contractor shall collect and dispose of water and solid waste from high - pressure water
blasting. Drainage inlets within 50 feet shall be covered before sandblasting. The nozzle shall
be kept as close to the surface of the concrete as possible to minimize drift of dust and blast
material. Blast residue may contain hazardous material.
98
Containment structures for concrete finishing operations shall be inspected for damage
before each day of use and before predicted precipitation. Liquid and solid waste shall be
removed from the containment structure after each work shift.
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99. Use Paras 99 thru 104 when water from dewatering can be discharged
within project limits.
DEWATERING
Dewatering shall consist of discharging accumulated storm water, ground water, or surface
water from excavations or temporary containment facilities. The Contractor shall discharge
water within the limits of the project.
100
Dewatering discharge shall not cause erosion, scour, or sedimentary deposits that impact
natural bedding materials.
101
The Contractor shall conduct dewatering activities in accordance with the Field Guide for
Construction Dewatering available at:
http: / /www. dot. ca. gov /hq /construc /stormwater /manuals.htm
102
Before dewatering the Contractor shall submit a Dewatering and Discharge Plan to the
Engineer in conformance with the provisions in Section 5 -1.02, "Plans and Working Drawings,"
of the Standard Specifications and "Water Pollution Control," of these special provisions. At a
minimum, the Dewatering and Discharge Plan shall include the following:
A. A title sheet and table of contents;
B. A description of the dewatering and discharge operations detailing the locations, quantity
of water, equipment, and discharge point;
C. The estimated schedule for dewatering and discharge (begin and end dates, intermittent
or continuous);
D. Discharge alternatives such as dust control or percolation; and
E. Visual monitoring procedures with inspection log.
103
The Contractor shall not discharge storm water or non -storm water that has an odor,
discoloration other than sediment, an oily sheen, or foam on the surface and shall notify the
Engineer immediately upon discovery.
104
If water cannot be discharged within the project limits due to site constraints it shall be
disposed of in the same manner specified for material in Section 7 -1.13, "Disposal of Material
Outside the Highway Right of Way," of the Standard Specifications.
105
PAYMENT
The contract lump sum price paid for construction site management shall include full
compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing
all the work involved in spill prevention and control, material management, waste management,
non -storm water management, and dewatering and identifying, sampling, testing, handling, and
disposing of hazardous waste, as specified in the Standard Specifications and these special
provisions, and as directed by the Engineer.
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Page 1 of 2
USE WITH 2006 STANDARDS.
Use for project conditions that require temporary sediment control or
tracking control by providing street sweeping.
To calculate the Street Sweeping pay item price in the BEES use $350 times
the number of sweepers, times the total number of days that soil disturbance
activities (such as clearing and grubbing, grading, etc.) may cause sediment
tracking as defined in the "Storm Water Quality Handbooks PPDG."
Include contract item 074041, Street Sweeping.
1. Edit to replace "Storm Water Pollution Prevention Plan (SWPPP)" with
"Water Pollution Control Program (WPCP)" if SSP 07 -340 is used.
10 -1._ STREET SWEEPING
Street sweeping shall be conducted where sediment is tracked from the job site onto paved
roads, as described in the approved Storm Water Pollution Prevention Plan (SWPPP) in
accordance with "Water Pollution Control" of these special provisions, and as directed by the
Engineer.
2. Edit to replace "SWPPP" with "WPCP" if SSP 07 -340 is used.
Street sweeping shall be one of the water pollution control practices for sediment control.
The SWPPP shall include the use of street sweeping. Street sweeping shall be performed in
accordance with Section 4, SC -7 in the Construction Site Best Management Practices Manual of
the Caltrans Storm Water Quality Handbooks.
3. Consult with Construction Storm Water Coordinator for the quantity of
sweepers to be on the job site at all times. Edit the number of sweepers if
required. Edit to replace "SWPPP" with "WPCP" if SSP 07 -340 is used.
The number of street sweepers shall be as designated in the approved SWPPP. The
Contractor shall maintain at least one sweeper on the job site at all times during the period that
sweeping work is required. Sweepers shall be self - loading, motorized, and shall have spray
nozzles. Sweepers may include a vacuum apparatus.
4
Street sweeping shall start at the beginning of clearing and grubbing and shall continue until
completion of the project, or as directed by the Engineer. Street sweeping shall be performed
immediately after soil disturbing activities occur or offsite tracking of material is observed.
Street sweeping shall be performed so that dust is minimized. If dust generation is excessive or
sediment pickup is ineffective as determined by the Engineer, the use of water or a vacuum will
be required.
5. Edit to replace "SWPPP" with "WPCP" if SSP 07 -340 is used.
At the option of the Contractor, collected material may be temporarily stockpiled in
accordance with the approved SWPPP. Collected material shall be disposed of at least once per
week.
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6
Material collected during street sweeping operations shall be disposed of in conformance
fir+ with Section 7 -1.13, "Disposal of Material Outside The Highway Right Of Way," of the
Standard Specifications.
7
MEASUREMENT AND PAYMENT
The contract lump sum price paid for street sweeping shall include full compensation for
furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work
involved in street sweeping, including disposal of collected material, as shown on the plans, as
specified in the Standard Specifications, these special provisions, and as directed by the
Engineer.
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Page 1 of 4
USE WITH 2006 STANDARDS.
Use as a temporary plastic cover for soil stabilization. Temporary cover is
used as a source control to protect disturbed soil areas such as unfinished
embankments, cut slopes, and temporary stockpiles from erosion by water
and wind.
Designer should assess the project site and determine the minimum amount
of cover needed for stockpiles and exposed slopes.
Include Standard Plan T53.
Use BEES item 074034 Temporary Cover.
Edit Paras 1 & 2 to replace "Storm Water Pollution Prevention Plan
(SWPPP)" with "Water Pollution Control Program (WPCP)" if SSP 07 -340
is used.
10 -1. TEMPORARY COVER
Temporary cover shall be furnished, installed, maintained, and later removed at the locations
shown on the approved Storm Water Pollution Prevention Plan (SWPPP) in conformance with
"Water Pollution Control" of these special provisions, and in conformance with details shown on
the plans and these special provisions.
2
Temporary cover shall be one of the water pollution control practices for soil stabilization.
The SWPPP shall include the use of temporary cover.
3
MATERIALS
Temporary Cover Fabric
Temporary cover fabric shall be either a geotextile (engineering fabric) or a geomembrane
(plastic sheeting) conforming to the following requirements:
1. Geotextile shall be a woven, slit film fabric which is also known as woven tape. The
fabric shall be nonbiodegradable, resistant to deterioration by sunlight, and inert to most
soil chemicals. Edges of the film fabric shall be selvage or serge to prevent unraveling.
The film fabric shall also conform to the following requirements:
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Specification 1 Requirements
Grab tensile strength (one inch grip), pounds, min. 200
ASTM Designation: D4632*
Elongation at break, percent, min. 15
ASTM Designation: D4632*
Toughness, pounds, min. 3000
(percent elongation x grab tensile strength)
Permittivity, 1 /sec, max. 0.07
(gallons per minute per square foot) (6)
ASTM Designation: D 4491
Ultraviolet light stability, percent tensile strength retained after 500 hours, min. 70
ASTM Designation: D 4355 (xenon arc lamp method)
* or appropriate test method for specific polymer
2. The geomembrane shall consist of 10 mils thick, single -ply material in conformance with
the requirements in ASTM Designation: D 5199.
4
Temporary cover fabric shall be manufactured from polyethylene, polypropylene, or
comparable polymers. The polymer materials may be virgin, recycled, or a combination of
virgin and recycled materials. The polymer materials shall not contain biodegradable filler
materials that can degrade the physical or chemical characteristics of the finished fabric. The
Engineer may order tests to confirm the absence of biodegradable filler materials in conformance
with the requirements in ASTM Designation: E 204 (Fourier Transformed Infrared
Spectroscopy- FTIR).
5
Restrainers
Restrainers for securing the temporary cover fabric on slopes and stockpiles shall consist of
one or a combination of the following:
1. Gravel - filled bags used as restrainers shall be knotted, roped, and placed at a maximum
of 6 feet apart on the temporary cover fabric as shown on the plans. Gravel -filled bags
shall be between 30 pounds and 50 pounds in weight, between 24 inches and 32 inches in
length, and between 16 inches and 20 inches in width. Gravel bag fabric shall be
nonwoven polypropylene geotextile with a minimum unit weight of 8.0 ounces per
square yard. The fabric shall have a minimum grab tensile strength (one -inch grip) of
200 pounds in conformance with the requirements in ASTM Designation: D 4632, and
an ultraviolet (UV) stability of 70 percent tensile strength retained after 500 hours in
conformance with the requirements in ASTM Designation: D 4355, xenon arc lamp
method. Gravel shall consist of noncohesive material between 3/8 inch and 3/4 inch in
diameter, free of clay balls, organic matter, and other deleterious material. The openings
of gravel - filled bags shall be secured to prevent escape of gravel.
2. Restrainers consisting of a steel anchor with a wooden lath shall be fabricated and placed
as shown on the plans. Wooden lath shall conform to the provisions in Section 20 -2.12,
"Lumber," of the Standard Specifications and shall be fir or pine, 2" x 4" in size, and
8 feet in length. The wooden lath shall be secured to the temporary cover with steel
anchors placed 4 feet apart along the lath.
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6
The Contractor may use an alternative restrainer if approved by the Engineer in writing. The
Contractor shall submit details for an alternative restrainer to the Engineer before installation.
The alternative restrainer shall be installed and maintained in conformance with these special
provisions.
7
INSTALLATION
Temporary cover shall be installed as follows:
1. Temporary cover fabric shall be placed and anchored as shown on the plans.
2. Abutting edges of the temporary cover fabric shall overlap a minimum of 24 inches.
Nonabutting edges shall be embedded in the soil a minimum of 6 inches.
3. Restrainers shall be placed at the overlap area and along the toe of the slope. Restrainers
outside the overlap areas shall be placed at a maximum spacing of 8 feet.
4. Steel anchors shall be installed to allow the leg of the steel anchor to pierce through the
temporary cover fabric into the slope with the crown section securing the wooden lath
firmly against the slope.
5. Earthen berm, a linear sediment barrier, shall be constructed adjacent to the toe of the
slope with a minimum height of 8 inches and a minimum width of 36 inches. The
earthen berm shall be hand or mechanically compacted. Alternative linear sediment
barrier may be used if approved by the Engineer in writing.
8
If the Contractor removes the temporary cover in order to facilitate other work, the temporary
cover shall be replaced and secured.
9
When no longer required as determined by the Engineer, temporary cover shall be removed
and disposed of in conformance with the provisions in Section 7 -1.13, "Disposal of Material
Outside the Highway Right of Way," of the Standard Specifications.
10
Ground disturbances, including holes and depressions, caused by the installation and removal
of the temporary cover shall be backfilled and repaired in conformance with the provisions in
Section 15 -1.02, "Preservation of Property," of the Standard Specifications.
11
MAINTENANCE
The Contractor shall maintain the temporary cover throughout the contract to prevent
displacement or migration of the material on the slope or stockpiled.
12
Temporary cover shall be maintained to minimize exposure of the protected area.
Restrainers shall be relocated and secured as needed to restrain the temporary cover fabric in
® place. Temporary cover that breaks free shall be immediately secured. Holes, tears, and voids in
the temporary cover fabric shall be patched, repaired, or replaced. When patches or repairs are
unacceptable as determined by the Engineer, the temporary cover shall be replaced.
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13
Temporary cover shall be repaired or replaced on the same day when the damage occurs.
Damage to the temporary cover resulting from the Contractor's vehicles, equipment, or
operations shall be repaired at the Contractor's expense.
14
MEASUREMENT AND PAYMENT
The quantity of temporary cover to be paid for will be measured by the square yard for the
actual area covered.
15
The contract price paid per square yard for temporary cover shall include full compensation
for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work
involved in installing temporary cover, complete in place, including trench excavation and
backfill, maintenance, and removal of temporary cover, as shown on the plans, as specified in the
Standard Specifications and these special provisions, and as directed by the Engineer.
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1 { XE "07- 406 30 -06" 1
Page 1 of 2
USE WITH 2006 STANDARDS.
Use in place of "Temporary Concrete Washout Facility" when there is not
enough space for the placement of this facility.
Use for waste management and material pollution control for concrete
operations, and to eliminate discharge of portland cement concrete slurries
and asphalt concrete wastes from entering storm drain systems or
watercourses.
Include contract item 074042, "Temporary Concrete Washout (Portable)."
1. Edit to replace "Storm Water Pollution Prevention Plan" with "Water
Pollution Control Program" if SSP 07 -340 is used.
10 -1. TEMPORARY CONCRETE WASHOUT (PORTABLE)
A portable temporary concrete washout shall be furnished, maintained, and removed as
specified in the approved Storm Water Pollution Prevention Plan in conformance with "Water
Pollution Control" of these special provisions and as directed by the Engineer.
2
A portable temporary concrete washout shall consist of a commercially available drum at a
minimum size of 55 gallons or alternate container upon written approval from the Engineer. The
drum shall be stenciled "Concrete Waste Material." The letters shall be black and 4 inches in
height on a white background. The top of the stenciling shall be 12 inches from the top of the
barrel.
3
PLACEMENT
A portable temporary concrete washout shall be as follows:
A. A portable temporary concrete washout shall be in place prior to placement of concrete
and shall be located in the immediate area of the concrete work as approved by the
Engineer. The temporary concrete washout shall be located away from construction
traffic or public access areas. After initial placement, temporary concrete washout shall
be moved as needed for concrete construction work. When the temporary concrete
washout is no longer required, as determined by the Engineer, it shall be removed and
disposed of in conformance with the provisions in Section 7 -1.13, "Disposal of Material
Outside the Highway Right of Way," of the Standard Specifications.
B. A sign shall be installed adjacent to each washout at a location determined by the
Contractor and approved by the Engineer. Signs shall be installed in conformance with
the provisions in Section 12- 3.06B, "Portable Signs" of the Standard Specifications.
Each portable sign shall consist of a base, framework and a sign panel. The sign panel
shall be made out of plywood and shall have a minimum size of 48" x 24 ". The sign
panel shall read "Concrete Washout" with black letters, 6 inches in height, on a white
background.
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C. The Contractor shall provide sufficient temporary concrete washout capacity to contain
liquid and concrete waste generated by washout operations without seepage or spills.
4
Maintaining the portable temporary concrete washout shall include removing and disposing
of concrete waste. Concrete waste material generated shall be removed each day and disposed of
in conformance with the provisions in Section 7 -1.13, "Disposal of Material Outside the
Highway Right of Way" of the Standard Specifications.
5
The Contractor shall provide the name and location of the disposal facility to the Engineer
before disposal of solid and liquid concrete waste. The Contractor shall provide verification that
the off -site commercial or noncommercial disposal site has a permit issued by the California
Regional Water Quality Control Board (RWQCB). If the disposal site is located outside of the
State of California, the Contractor shall provide a copy of the permit issued by the state or local
agency having jurisdiction over the disposal site.
6
When relocating or transporting a portable temporary concrete washout, the portable washout
shall be properly secured to prevent spilling of concrete waste material.
7
PAYMENT
The contract lump sum price paid for temporary concrete washout (portable) shall include
j full compensation for furnishing all labor, materials, tools, equipment, including the sign, and
incidentals, and for doing all the work involved in furnishing, placing, maintaining, repairing,
replacing, transporting, disposing of concrete waste, and removing the washout, as specified in
the Standard Specifications and these special provisions, and as directed by the Engineer.
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USE WITH 2006 STANDARDS.
Use as a temporary linear barrier for sediment control to intercept runoff,
reduce runoff flow velocity, and release runoff as sheet flow. Temporary
fiber roll should be used primarily as a slope interrupter device to shorten
slope lengths and to intercept and retain limited amounts of sediment on
slope surfaces.
Refer to SC -5, Fiber Rolls, of the Caltrans Storm Water Quality Handbook
Construction Site Best Management Practices (BMPs) Manual for
information related to the use of this BMP.
Include Standard Plan T56.
Use BEES item 074028 Temporary Fiber Roll.
Edit Paras 1 & 3 to replace "Storm Water Pollution Prevention Plan
( SWPPP)" with "Water Pollution Control Program (WPCP)" if SSP 07 -340
is used.
10 -1._ TEMPORARY FIBER ROLL
Temporary fiber roll shall be furnished, installed, maintained, and later removed at the
locations shown on the approved Storm Water Pollution Prevention Plan (SWPPP) in
conformance with "Water Pollution Control" of these special provisions, and in conformance
with details shown on the plans and these special provisions.
2. Edit as needed.
Temporary fiber roll shall be installed on excavation and embankment slopes and other
disturbed soil areas, active or nonactive.
3
Temporary fiber roll shall be one of the water pollution control practices for sediment
control. The SWPPP shall include the use of temporary fiber roll.
4
Temporary fiber roll shall be either Type 1 or Type 2.
MATERIALS
5. Edit as needed to meet environmental requirements including the deletion
of "photodegradable plastic netting" where wildlife entrapment may occur.
Fiber Roll
Fiber roll shall be either:
1. Constructed with a premanufactured blanket consisting of either wood excelsior, rice or
wheat straw, or coconut fibers or a combination of these materials. The blanket shall be
between 6 feet and 8 feet in width and between 65 feet and 95 feet in length. Wood
excelsior shall be individual fibers, of which 80 percent shall be 6 inches or longer in
length. The blanket shall have a photodegradable plastic netting or biodegradable jute,
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sisal, or coir fiber netting on at least one side. The blanket shall be rolled along the width
and secured with jute twine spaced 6 feet apart along the full length of the roll and placed
6 inches from the ends of each roll. The finished roll shall be between 8 inches and
10 inches in diameter, a minimum of 20 feet in length, and shall weigh a minimum of
0.5 pound per linear foot. More than one blanket may be required to achieve the finished
roll diameter. When more than one blanket is required, blankets shall be jointed
longitudinally with an overlap of 6 inches along the length of the blanket.
2. A premanufactured roll of rice or wheat straw, wood excelsior, or coconut fiber
encapsulated within a photodegradable plastic or biodegradable jute, sisal, or coir fiber
netting. The netting shall have a minimum durability of one year after installation. The
netting shall be secured tightly at each end of the roll. Rolls shall be between 8 inches
and 12 inches in diameter. Rolls between 8 inches and 10 inches in diameter shall have a
minimum weight of 1 pound per linear foot and a minimum length of 20 feet. Rolls
between 10 inches and 12 inches in diameter shall have a minimum weight of 3 pounds
per linear foot and a minimum length of 10 feet.
6
Stakes
Wood stakes shall be a minimum of 1" x 1" x 24" in size for Type 1 installation, or a
minimum of 1" x 2" x 24" in size for Type 2 installation. Wood stakes shall be untreated fir,
redwood, cedar, or pine and cut from sound timber. They shall be straight and free of loose or
unsound knots and other defects which would render them unfit for the purpose intended. Metal
stakes shall not be used.
7
Rope
Rope shall be biodegradable, such as sisal or manila, with a minimum diameter of 1/4 inch.
8
INSTALLATION
Temporary fiber roll shall be installed as follows:
1. Temporary fiber roll (Type 1): Furrows shall be constructed to a depth between 2 inches
and 4 inches, and to a sufficient width to hold the fiber roll. Stakes shall be installed
24 inches apart along the length of the fiber rolls and stopped at 12 inches from each end
of the rolls. Stakes shall be driven to a maximum of 2 inches above, or flush with the top
of the roll.
2. Temporary fiber roll (Type 2): Rope and notched stakes shall be used to restrain the fiber
rolls against the slope. Stakes shall be driven into the slope until the notch is even with
the top of the fiber roll. Rope shall be knotted at each stake and laced between stakes.
After installation of the rope, stakes shall be driven into the slope such that the rope will
hold the fiber roll tightly to the slope. Furrows will not be required.
0
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If different spacing is desired, replace the following with "Temporary fiber
rolls shall be placed feet apart along the slope." If fiber roll locations
are shown on the plans, replace this subparagraph with "Temporary fiber
rolls shall be placed as shown on the plans."
3. Temporary fiber rolls shall be placed 10 feet apart along the slope for slope inclination
(horizontal:vertical) of 2:1 and steeper, 15 feet apart along the slope for slope inclination
between 2:1 and 4:1, 20 feet apart along the slope for slope inclination between 4:1 and
10:1, and a maximum of 50 feet apart along the slope for slope inclination of 10:1 and
flatter.
4. The bedding area for the fiber roll shall be cleared of obstructions including rocks, clods,
and debris greater than one inch in diameter before installation.
If cross slope drainage is desired, replace the following with "The installed
angle of the fiber roll to the slope contour shall create a 2 percent to
5 percent grade from the center of the slope to the slope conform at the limit
of disturbance." The limit of disturbance refers to the edge of a disturbed
soil area (DSA) created by grading, vegetation removal, etc. Edit as needed.
5. Temporary fiber rolls shall be installed approximately parallel to the slope contour.
Edit when alternative soil stabilization treatments, such as blankets, are to be
installed before the fiber rolls. Edit as needed.
6. Temporary fiber rolls shall be installed before the application of other temporary erosion
control or soil stabilization materials in the same area.
9
When no longer required, as determined by the Engineer, temporary fiber rolls shall be
removed and disposed of in conformance with the provisions in Section 7 -1.13, "Disposal of
Material Outside the Highway Right of Way," of the Standard Specifications. Temporary fiber
rolls may be abandoned in place when approved in writing by the Engineer.
10
Ground disturbances including holes and depressions caused by the installation and removal
of the temporary fiber roll shall be backfilled and repaired in conformance with the provisions in
Section 15 -1.02, "Preservation of Property," of the Standard Specifications.
11
MAINTENANCE
Temporary fiber rolls shall be maintained to disperse concentrated water runoff and to reduce
runoff velocities. Split, torn, or unraveling rolls shall be repaired or replaced. Broken or split
stakes shall be replaced. Sagging or slumping fiber rolls shall be repaired with additional stakes
or replaced. Locations where rills and other evidence of concentrated runoff have occurred
beneath the rolls shall be corrected. Temporary fiber rolls shall be repaired or replaced within
24 hours of identifying the deficiency.
12
MEASUREMENT AND PAYMENT
Quantities of temporary fiber rolls to be paid for will be determined by the linear foot
measured along the centerline of the installed roll. Where temporary fiber rolls are joined and
overlapped, the overlap will be measured as a single installed roll.
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13. Strike and hide the word "maintenance," when Paras 15 and 16 are
used.
The contract price paid per linear foot for temporary fiber roll shall include full compensation
for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work
involved in installing temporary fiber rolls, complete in place, including furrow excavation and
backfill, maintenance, and removal, as shown on the plans, as specified in the Standard
Specifications and these special provisions, and as directed by the Engineer.
14
Damage to temporary fiber rolls resulting from the Contractor's vehicles, equipment, or
operations shall be repaired at the Contractor's expense.
Use Paras 15 and 16 only when district policy allows cost sharing for
maintaining critical temporary BMPs. Include funds for supplemental work
item 066595, "Water Pollution Control Maintenance Sharing." Consult with
District Storm Water Coordinator for district policy.
15
070727 WN **
The cost of maintaining temporary fiber rolls will be borne equally by the State and the
Contractor. The division of cost will bo made by determining thc cost of maintaining temporary
fiber rolls in conformance with thc provisions in Scction 9 1.03, "Forcc Account Payment," of
the Standard Specifications and paying half of that cost to the Contractor.
16
070727 WN **
Cleanup, repair, removal, disposal, or replacement due to improper installation or the
maintenance.
0
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USE WITH 2006 STANDARDS.
Use when project requires temporary fence.
10 -1._ TEMPORARY FENCE
Temporary fence shall be furnished, constructed, maintained, and later removed as shown on
the plans, as specified in these special provisions and as directed by the Engineer.
2
Except as otherwise specified in this section, temporary fence shall conform to the plan
details and the specifications for permanent fence of similar character as provided in Section 80,
"Fences," of the Standard Specifications.
3
Used materials may be installed provided the used materials are good, sound and are suitable
for the purpose intended, as determined by the Engineer.
4
Materials may be commercial quality provided the dimensions and sizes of the materials are
equal to, or greater than, the dimensions and sizes shown on the plans or specified herein.
5
Posts shall be either metal or wood at the Contractor's option.
6
Galvanizing and painting of steel items will not be required.
7
Treating wood with a wood preservative will not be required.
8
Concrete footings for metal posts will not be required.
9
Temporary fence that is damaged during the progress of the work shall be repaired or
replaced by the Contractor at the Contractor's expense.
10
When no longer required for the work, as determined by the Engineer, temporary fence shall
be removed. Removed facilities shall become the property of the Contractor and shall be
removed from the site of the work, except as otherwise provided in this section.
11
Removed temporary fence materials that are not damaged may be constructed in the
permanent work provided the materials conform to the requirements specified for the permanent
work and such materials are new when used for the temporary fence.
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12
Holes caused by the removal of temporary fence shall be backfilled in conformance with the
provisions in the second paragraph of Section 15 -1.02, "Preservation of Property," of the
Standard Specifications.
13
The various types and kinds of temporary fence will be measured and paid for in the same
manner specified for permanent fence of similar character as provided in Section 80, "Fences,"
of the Standard Specifications.
14
Full compensation for maintaining, removing, and disposing of temporary fence shall be
considered as included in the contract prices paid per linear foot for the various types of
temporary fence and no additional compensation will be allowed therefor.
fir✓
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USE WITH 2006 STANDARDS.
Use as a temporary tracking control at points of ingress and egress at the
construction sites to reduce tracking of mud and sediment onto public roads
by construction vehicles.
Include Standard Plan T58.
Use BEES item 074033 Temporary Construction Entrance.
Edit Paras 1 & 2 to replace "Storm Water Pollution Prevention Plan
(SWPPP)" with "Water Pollution Control Program" if SSP 07 -340 is used.
10 -1._ TEMPORARY CONSTRUCTION ENTRANCE
Temporary construction entrances shall be constructed, maintained, and later removed at the
locations shown on the approved Storm Water Pollution Prevention Plan (SWPPP) in
conformance with "Water Pollution Control" of these special provisions, and in conformance
with details shown on the plans and these special provisions.
2
Temporary construction entrances shall be one of the water pollution control practices for
tracking control. The SWPPP shall include the use of temporary construction entrances.
3. Edit to specify temporary construction entrance type if shown on the
plans.
Temporary construction entrances shall be either Type 1 or Type 2.
4
MATERIALS
Temporary Entrance Fabric
Temporary entrance fabric shall be manufactured from polyester, nylon, or polypropylene
material, or any combination thereof. Temporary entrance fabric shall be a nonwoven,
needle- punched fabric, free of needles which may have broken off during the manufacturing
process. Temporary entrance fabric shall be permeable and shall not act as a wicking agent.
5
Temporary entrance fabric shall be manufactured from virgin, recycled, or a combination of
virgin and recycled polymer materials. No virgin or recycled materials shall contain
biodegradable filler materials that can degrade the physical or chemical characteristics of the
finished fabric. The Engineer may order tests to confirm the absence of biodegradable filler
materials in conformance to the requirements in ASTM Designation: E 204 (Fourier
Transformed Infrared Spectroscopy - FTIR).
6
Temporary entrance fabric shall conform to the following requirements:
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Specification J Requirements
Weight per unit area, ounces per square yard, min. 6.5
ASTM Designation: D 5261
Grab tensile strength (one inch grip), pounds, min. 200
ASTM Designation: D 4632*
Elongation at break, percent min. 50
ASTM Designation: D 4632*
Toughness, pounds, min. 12,000
(percent elongation x grab tensile strength)
* or appropriate test method for specific polymer
7
Rocks
Rocks shall conform to the material quality requirements in Section 72 -2.02, "Materials," of
the Standard Specifications for shape and for apparent specific gravity, absorption, and durability
index. Rocks used for the temporary entrance shall conform to the following sizes:
Square Screen Size Percentage Passing Percentage Retained
(inch)
6 100 0
3 0 100
8. Delete if Type 1 is the only construction entrance type specified.
Corrugated Steel Panels
Corrugated steel panels shall be prefabricated and shall be pressed or shop welded, with a
slot or hooked section to facilitate coupling at the ends of the panels.
9
INSTALLATION
Temporary construction entrances shall be installed as follows:
1. Before placing the temporary entrance fabric, the areas shall be cleared of all trash and
debris. Vegetation shall be removed to the ground level. Trash, debris, and removed
vegetation shall be disposed of in conformance with the provisions in Section 7 -1.13,
"Disposal of Material Outside the Highway Right of Way," of the Standard
Specifications.
2. A sump shall be constructed within 20 feet of each temporary construction entrance as
shown on the plans.
3. Before placing the temporary entrance fabric, the ground shall be graded to a uniform
plane. The relative compaction of the top 1.5 feet shall be not less than 90 percent. The
ground surface shall be free of sharp objects that may damage the temporary entrance
fabric, and shall be graded to drain to the sump as shown on the plans.
4. Temporary entrance fabric shall be positioned longitudinally along the alignment of the
entrance, as directed by the Engineer.
5. The adjacent ends of the fabric shall be overlapped a minimum length of 12 inches.
6. Rocks to be placed directly over the fabric shall be spread in the direction of traffic,
longitudinally and along the alignment of the temporary construction entrance.
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7. During spreading of the rocks, vehicles or equipment shall not be driven directly on the
fabric. A layer of rocks a minimum 6 inches thick shall be placed between the fabric and
the spreading equipment to prevent damage to the fabric.
9H. Delete if Type 1 is the only construction entrance type specified.
8. For Type 2 temporary construction entrances, a minimum of 6 coupled panel sections
shall be installed for each temporary construction entrance. Before installing the panels,
the ground surface shall be cleared of all debris to ensure uniform contact with the
ground surface.
10
Fabric damaged during rock placement shall be repaired by placing a new piece of fabric
over the damaged area. The piece of fabric shall be large enough to cover the damaged area and
provide a minimum 18 -inch overlap on all edges.
11
Details for a proposed alternative temporary construction entrance or alternative sump shall
be submitted to the Engineer for approval at least 7 days before installation. The Contractor may
eliminate the sump if approved in writing by the Engineer.
12
When no longer required as determined by the Engineer, temporary construction entrances
shall be removed and disposed of in conformance with the provisions in Section 7 -1.13,
"Disposal of Material Outside the Highway Right of Way," of the Standard Specifications.
13
Ground disturbance, including holes and depressions, caused by the installation and removal
of the temporary construction entrance, including the sumps, shall be backfilled and repaired in
conformance with the provisions in Section 15 -1.02, "Preservation of Property," of the Standard
Specifications.
14
While the temporary construction entrance is in use, pavement shall be cleaned and sediment
removed at least once a day, and as often as necessary when directed by the Engineer. Soil and
sediment or other extraneous material tracked onto existing pavement shall not be allowed to
enter drainage facilities.
15. Delete "or corrugated steel panels" if Type 1 is the only construction
entrance type specified.
MAINTENANCE
The Contractor shall maintain temporary construction entrances throughout the contract or
until removed. The Contractor shall prevent displacement or migration of the rock surfacing or
corrugated steel panels. Significant depressions resulting from settlement or heavy equipment
shall be repaired by the Contractor as directed by the Engineer.
16
Temporary construction entrances shall be maintained to minimize tracking of soil and
sediment onto existing public roads.
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17. Delete "and install additional corrugated steel panels" if Type 1 is the
only construction entrance type specified.
If buildup of soil and sediment deter the function of the temporary construction entrance, the
Contractor shall immediately remove and dispose of the soil and sediment, and install additional
corrugated steel panels and spread additional rocks to increase the capacity of the temporary
construction entrance.
18
Temporary construction entrances shall be repaired or replaced on the same day the damage
occurs. Damage to the temporary construction entrance resulting from the Contractor's vehicles,
equipment, or operations shall be repaired at the Contractor's expense.
19
MEASUREMENT AND PAYMENT
Quantities of temporary construction entrances will be determined from actual count in place.
20. Edit to delete "maintenance and" if paras 21 and 22 are used.
The contract unit price paid for temporary construction entrance shall include full
compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing
all the work involved in constructing temporary construction entrance, complete in place,
including excavation and backfill, maintenance, and removal, as shown on the plans, as specified
in the Standard Specifications and these special provisions, and as directed by the Engineer.
21. Include paras 21 and 22 when district policy allows cost sharing for
maintaining critical temporary BMPs. Include funds for supplemental work
(item 066595, "Water Pollution Control Maintenance Sharing "). Consult
with District Storm Water Coordinator for district policy.
070727 WN **
State and the Contractor. The division of cost will be made be determining the cost of
Section 9 1.03, "Force Account Payment," of the Standard Specifications and paying to the
Contractor one half of that cost.
22
070727 WN **
Cleanup, repair, removal, disposal, or replacement duc to improper installation or the
Contractor's negligence will not be considered as included in the cost for performing
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Page 1 of 1
USE WITH 2006 STANDARDS.
Use when special requirements are part of the contract.
10 -1._ COOPERATION
Attention is directed to Section 7 -1.14, "Cooperation," and Section 8 -1.10, "Utility and Non -
Highway Facilities," of the Standard Specifications and these special provisions.
ADD OTHER UTILITY COORDINATION AS NECESSARY070727 WN **
The Contractor shall notify utility companies in writing, 14 calendar days in advance of
construction.
2 *. Edit Para to include Contract No., type of construction, city where
project is located, Route No., and beginning and end of project adjacent to or
within the limits of this project.
070727 WN **
in on Route from
to (PM to PM ) may be
contract. • . • - - - -- - ...
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{ XE "08- 015_E_A05- 01 -06" }
,+ Page 1 of 11
USE WITH 2006 STANDARDS.
Use in projects of $5 million or more, or with 250 or more working days.
Exceptions to these criteria may only be approved by the HQ Construction
Program.
Use SSP 08 -010, "Progress Schedule," for HIGHWAY PLANTING projects,
regardless of the dollar amount, with 60 or more working days, excluding
plant establishment period.
Do not use when SSP 08 -010, "Progress Schedule," or SSP 08 -012, "Progress
Schedule (Critical Path Method)," are used.
DO NOT EDIT unless prior written approval has been obtained from the
HQ Construction Program.
Include SSPs 05 -050 and 08 -020 when this SSP is used.
Use Contract Item Code No: 070012 PROGRESS SCHEDULE (CRITICAL
PATH METHOD)
10 -1._ PROGRESS SCHEDULE (CRITICAL PATH METHOD)
The Contractor shall submit to the Engineer practicable critical path method (CPM) progress
schedules in conformance with these special provisions. Whenever the term "schedule" is used
in this section it shall mean CPM progress schedule.
2. Add "Progress Schedule (Critical Path Method)" to Para 2 of SSP S5 -250.
Attention is directed to "Payments" of Section 5 of these special provisions.
3
The provisions in Section 8 -1.04, "Progress Schedule," of the Standard Specifications shall
not apply.
4
DEFINITIONS
The following definitions shall apply to this section:
A. ACTIVITY. —A task, event or other project element on a schedule that contributes to
completing the project. Activities have a description, start date, finish date, duration and
one or more logic ties.
B. BASELINE SCHEDULE. —The initial schedule representing the Contractor's work plan
on the first working day of the project.
C. CONTRACT COMPLETION DATE. —The current extended date for completion of the
contract shown on the weekly statement of working days furnished by the Engineer in
conformance with the provisions in Section 8 -1.06, "Time of Completion," of the
Standard Specifications.
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D. CRITICAL PATH. —The longest continuous chain of activities for the project that has
the least amount of total float of all chains. In general, a delay on the critical path will
extend the scheduled completion date.
E. CRITICAL PATH METHOD (CPM). —A network based planning technique using
activity durations and the relationships between activities to mathematically calculate a
schedule for the entire project.
F. DATA DATE. —The day after the date through which a schedule is current. Everything
occurring earlier than the data date is "as- built" and everything on or after the data date is
"planned."
G. EARLY COMPLETION TIME. —The difference in time between an early scheduled
completion date and the contract completion date.
H. FLOAT. —The difference between the earliest and latest allowable start or finish times
for an activity.
I. MILESTONE. —An event activity that has zero duration and is typically used to
represent the beginning or end of a certain stage of the project.
J. NARRATIVE REPORT. —A document submitted with each schedule that discusses
topics related to project progress and scheduling.
K. NEAR CRITICAL PATH. —A chain of activities with total float exceeding that of the
critical path but having no more than 10 working days of total float.
L. SCHEDULED COMPLETION DATE. —The planned project finish date shown on the
current accepted schedule.
M. STATE OWNED FLOAT ACTIVITY. —The activity documenting time saved on the
critical path by actions of the State. It is the last activity prior to the scheduled
completion date.
N. TIME IMPACT ANALYSIS. —A schedule and narrative report developed specifically to
demonstrate what effect a proposed change or delay has on the current scheduled
completion date.
O. TOTAL FLOAT. —The amount of time that an activity or chain of activities can be
delayed before extending the scheduled completion date.
P. UPDATE SCHEDULE. —A current schedule developed from the baseline or subsequent
schedule through regular monthly review to incorporate as-built progress and any
planned changes.
5
GENERAL REQUIREMENTS
The Contractor shall submit to the Engineer baseline, monthly update and final update
schedules, each consistent in all respects with the time and order of work requirements of the
contract. The project work shall be executed in the sequence indicated on the current accepted
schedule.
6
Schedules shall show the order in which the Contractor proposes to carry out the work with
logical links between time - scaled work activities, and calculations made using the critical path
method to determine the controlling operation or operations. The Contractor is responsible for
assuring that all activity sequences are logical and that each schedule shows a coordinated plan
for complete performance of the work.
7
The Contractor shall produce schedules using computer software and shall furnish
compatible software for the Engineer's exclusive possession and use. The Contractor shall
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furnish network diagrams, narrative reports, tabular reports and schedule data as parts of each
schedule submittal.
8
Schedules shall include, but not be limited to, activities that show the following that are
applicable to the project:
A. Project characteristics, salient features, or interfaces, including those with outside entities,
that could affect time of completion.
B. Project start date, scheduled completion date and other milestones.
C. Work performed by the Contractor, subcontractors and suppliers.
D. Submittal development, delivery, review and approval, including those from the
Contractor, subcontractors and suppliers.
E. Procurement, delivery, installation and testing of materials, plants and equipment.
F. Testing and settlement periods.
G. Utility notification and relocation.
H. Erection and removal of falsework and shoring.
I. Major traffic stage switches.
J. Finishing roadway and final cleanup.
K. State -owned float as the predecessor activity to the scheduled completion date.
9
Schedules shall have not less than 50 and not more than 500 activities, unless otherwise
authorized by the Engineer. The number of activities shall be sufficient to assure adequate
planning of the project, to permit monitoring and evaluation of progress, and to do an analysis of
time impacts.
10
Schedule activities shall include the following:
A. A clear and legible description.
B. Start and finish dates.
C. A duration of not less than one working day, except for event activities, and not more
than 20 working days, unless otherwise authorized by the Engineer.
D. At least one predecessor and one successor activity, except for project start and finish
milestones.
E. Required constraints.
F. Codes for responsibility, stage, work shifts, location and contract pay item numbers.
11
The Contractor may show early completion time on any schedule provided that the
requirements of the contract are met. Early completion time shall be considered a resource for
the exclusive use of the Contractor. The Contractor may increase early completion time by
improving production, reallocating resources to be more efficient, performing sequential
activities concurrently or by completing activities earlier than planned. The Contractor may also
submit for approval a cost reduction incentive proposal in conformance with the provisions in
Section 5 -1.14, "Cost Reduction Incentive," of the Standard Specifications that will reduce time
of construction.
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12
The Contractor may show a scheduled completion date that is later than the contract
completion date on an update schedule, after the baseline schedule is accepted. The Contractor
shall provide an explanation for a late scheduled completion date in the narrative report that is
included with the schedule.
13
State -owned float shall be considered a resource for the exclusive use of the State. The
Engineer may accrue State -owned float by the early completion of review of any type of required
submittal when it saves time on the critical path. The Contractor shall prepare a time impact
analysis, when requested by the Engineer, to determine the effect of the action in conformance
with the provisions in "Time Impact Analysis" specified herein. The Engineer will document
State -owned float by directing the Contractor to update the State -owned float activity on the next
update schedule. The Contractor shall include a log of the action on the State -owned float
activity and include a discussion of the action in the narrative report. The Engineer may use
State -owned float to mitigate past, present or future State delays by offsetting potential time
extensions for contract change orders.
14
The Engineer may adjust contract working days for ordered changes that affect the scheduled
completion date, in conformance with the provisions in Section 4 -1.03, "Changes," of the
Standard Specifications. The Contractor shall prepare a time impact analysis to determine the
effect of the change in conformance with the provisions in "Time Impact Analysis" specified
herein, and shall include the impacts acceptable to the Engineer in the next update schedule.
Changes that do not affect the controlling operation on the critical path will not be considered as
the basis for a time adjustment. Changes that do affect the controlling operation on the critical
path will be considered by the Engineer in decreasing time or granting an extension of time for
completion of the contract. Time extensions will only be granted if the total float is absorbed
and the scheduled completion date is delayed one or more working days because of the ordered
change.
15
The Engineer's review and acceptance of schedules shall not waive any contract requirements
and shall not relieve the Contractor of any obligation thereunder or responsibility for submitting
complete and accurate information. Schedules that are rejected shall be corrected by the
Contractor and resubmitted to the Engineer within 5 working days of notification by the
Engineer, at which time a new review period of one week will begin.
16
Errors or omissions on schedules shall not relieve the Contractor from finishing all work
within the time limit specified for completion of the contract. If, after a schedule has been
accepted by the Engineer, either the Contractor or the Engineer discover that any aspect of the
schedule has an error or omission, it shall be corrected by the Contractor on the next update
schedule.
17
COMPUTER SOFTWARE
The Contractor shall submit to the Engineer for approval a description of proposed software
before delivery. The software shall be the current version of Primavera SureTrak Project
Manager for Windows, or equal, and shall be compatible with Windows NT (version 4.0)
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operating system. If software other than SureTrak is proposed, it shall be capable of generating
files that can be imported into SureTrak.
jr✓ 18
The Contractor shall furnish schedule software and all original software instruction manuals
to the Engineer with submittal of the baseline schedule. The furnished schedule software shall
become the property of the State and will not be returned to the Contractor. The State will
compensate the Contractor in conformance with the provisions in Section 4 -1.03, "Extra Work,"
of the Standard Specifications for replacement of software which is damaged, lost or stolen after
delivery to the Engineer.
19
The Contractor shall instruct the Engineer in the use of the software and provide software
support until the contract is accepted. Within 20 working days of contract approval, the
Contractor shall provide a commercial 8 -hour training session for 2 Department employees in the
use of the software at a location acceptable to the Engineer. It is recommended that the
Contractor also send at least 2 employees to the same training session to facilitate development
of similar knowledge and skills in the use of the software. If software other than SureTrak is
furnished, then the training session shall be a total of 16 -hours for each Department employee.
20
NETWORK DIAGRAMS, REPORTS AND DATA
The Contractor shall include the following for each schedule submittal:
A. Two sets of originally plotted, time - scaled network diagrams.
`�✓ B. Two copies of a narrative report.
C. Two copies of each of 3 sorts of the CPM software- generated tabular reports.
D. One 1.44- megabyte 3.5 inch floppy diskette containing the schedule data.
21
The time - scaled network diagrams shall conform to the following:
A. Show a continuous flow of information from left to right.
B. Be based on early start and early finish dates of activities.
C. Clearly show the primary paths of criticality using graphical presentation.
D. Be prepared on E -size sheets, 34" x 44 ".
E. Include a title block and a timeline on each page.
22
The narrative report shall be organized in the following sequence with all applicable
documents included:
A. Contractor's transmittal letter.
B. Work completed during the period.
C. Identification of unusual conditions or restrictions regarding labor, equipment or
material; including multiple shifts, 6 -day work weeks, specified overtime or work at
times other than regular days or hours.
D. Description of the current critical path.
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E. Changes to the critical path and scheduled completion date since the last schedule
submittal.
F. Description of problem areas.
G. Current and anticipated delays:
1. Cause of delay.
2. Impact of delay on other activities, milestones and completion dates.
3. Corrective action and schedule adjustments to correct the delay.
H. Pending items and status thereof:
1. Permits.
2. Change orders.
3. Time adjustments.
4. Noncompliance notices.
I. Reasons for an early or late scheduled completion date in comparison to the contract
completion date.
23
Tabular reports shall be software- generated and provide information for each activity
included in the project schedule. Three different reports shall be sorted by (1) activity number,
(2) early start and (3) total float. Tabular reports shall be 8 -1/2" x 11" in size and shall include,
as a minimum, the following applicable information:
A. Data date.
B. Activity number and description.
C. Predecessor and successor activity numbers and descriptions.
D. Activity codes.
E. Scheduled, or actual and remaining durations (work days) for each activity.
F. Earliest start (calendar) date.
G. Earliest finish (calendar) date.
H. Actual start (calendar) date.
I. Actual finish (calendar) date.
J. Latest start (calendar) date.
K. Latest finish (calendar) date.
L. Free float (work days).
M. Total float (work days).
N. Percentage of activity complete and remaining duration for incomplete activities.
0. Lags.
P. Required constraints.
24
Schedule submittals will only be considered complete when all documents and data have
been provided as described above.
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25
PRE- CONSTRUCTION SCHEDULING CONFERENCE
The Contractor shall schedule and the Engineer will conduct a pre - construction scheduling
conference with the Contractor's project manager and construction scheduler within 10 working
days of the approval of the contract. At this meeting the Engineer will review the requirements
of this section of the special provisions with the Contractor.
26
The Contractor shall submit a general time - scaled logic diagram displaying the major
activities and sequence of planned operations and shall be prepared to discuss the proposed work
plan and schedule methodology that comply with the requirements of these special provisions. If
the Contractor proposes deviations to the construction staging of the project, then the general
time - scaled logic diagram shall also display the deviations and resulting time impacts. The
Contractor shall be prepared to discuss the proposal.
27
At this meeting, the Contractor shall additionally submit the alphanumeric coding structure
and the activity identification system for labeling the work activities. To easily identify
relationships, each activity description shall indicate its associated scope or location of work by
including such terms as quantity of material, type of work, bridge number, station to station
location, side of highway (such as left, right, northbound, southbound), lane number, shoulder,
ramp name, ramp line descriptor or mainline.
28
The Engineer will review the logic diagram, coding structure, and activity identification
system, and provide any required baseline schedule changes to the Contractor for
implementation.
29
BASELINE SCHEDULE
Beginning the week following the pre - construction scheduling conference, the Contractor
shall meet with the Engineer weekly until the baseline schedule is accepted by the Engineer to
discuss schedule development and resolve schedule issues.
30
The Contractor shall submit to the Engineer a baseline schedule within 20 working days of
approval of the contract. The Contractor shall allow 3 weeks for the Engineer's review after the
baseline schedule and all support data are submitted. In addition, the baseline schedule submittal
will not be considered complete until the computer software is delivered and installed for use in
review of the schedule.
31
The baseline schedule shall include the entire scope of work and how the Contractor plans to
complete all work contemplated. The baseline schedule shall show the activities that define the
critical path. Multiple critical paths and near- critical paths shall be kept to a minimum. A total
of not more than 50 percent of the baseline schedule activities shall be critical or near critical,
unless otherwise authorized by the Engineer.
32
The baseline schedule shall not extend beyond the number of working days specified in these
special provisions. The baseline schedule shall have a data date of the first working day of the
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contract and not include any completed work to date. The baseline schedule shall not attribute
negative float or negative lag to any activity.
33
If the Contractor submits an early completion baseline schedule that shows contract
completion in less than 85 percent of the working days specified in these special provisions, the
baseline schedule shall be supplemented with resource allocations for every task activity and
include time - scaled resource histograms. The resource allocations shall be shown to a level of
detail that facilitates report generation based on labor crafts and equipment classes for the
Contractor and subcontractors. The Contractor shall use average composite crews to display the
labor loading of on -site construction activities. The Contractor shall optimize and level labor to
reflect a reasonable plan for accomplishing the work of the contract and to assure that resources
are not duplicated in concurrent activities. The time - scaled resource histograms shall show labor
crafts and equipment classes to be utilized on the contract. The Engineer may review the
baseline schedule activity resource allocations using Means Productivity Standards or equivalent
to determine if the schedule is practicable.
34
UPDATE SCHEDULE
The Contractor shall submit an update schedule and meet with the Engineer to review
contract progress, on or before the first day of each month, beginning one month after the
baseline schedule is accepted. The Contractor shall allow 2 weeks for the Engineer's review after
the update schedule and all support data are submitted, except that the review period shall not
start until the previous month's required schedule is accepted. Update schedules that are not
' accepted or rejected within the review period will be considered accepted by the Engineer.
35
The update schedule shall have a data date of the twenty -first day of the month or other date
established by the Engineer. The update schedule shall show the status of work actually
completed to date and the work yet to be performed as planned. Actual activity start dates,
percent complete and finish dates shall be shown as applicable. Durations for work that has been
completed shall be shown on the update schedule as the work actually occurred, including
Engineer submittal review and Contractor resubmittal times.
36
The Contractor may include modifications such as adding or deleting activities or changing
activity constraints, durations or logic that do not (1) alter the critical path(s) or near critical
path(s) or (2) extend the scheduled completion date compared to that shown on the current
accepted schedule. The Contractor shall state in writing the reasons for any changes to planned
work. If any proposed changes in planned work will result in (1) or (2) above, then the
Contractor shall submit a time impact analysis as described herein.
37
TIME IMPACT ANALYSIS
The Contractor shall submit a written time impact analysis (TIA) to the Engineer with each
request for adjustment of contract time, or when the Contractor or Engineer consider that an
approved or anticipated change may impact the critical path or contract progress.
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38
The TIA shall illustrate the impacts of each change or delay on the current scheduled
completion date or internal milestone, as appropriate. The analysis shall use the accepted
schedule that has a data date closest to and prior to the event. If the Engineer determines that the
accepted schedule used does not appropriately represent the conditions prior to the event, the
accepted schedule shall be updated to the day before the event being analyzed. The TIA shall
include an impact schedule developed from incorporating the event into the accepted schedule by
adding or deleting activities, or by changing durations or logic of existing activities. If the
impact schedule shows that incorporating the event modifies the critical path and scheduled
completion date of the accepted schedule, the difference between scheduled completion dates of
the two schedules shall be equal to the adjustment of contract time. The Engineer may construct
and utilize an appropriate project schedule or other recognized method to determine adjustments
in contract time until the Contractor provides the TIA.
39
The Contractor shall submit a TIA in duplicate within 15 working days of receiving a written
request for a TIA from the Engineer. The Contractor shall allow the Engineer 2 weeks after
receipt to approve or reject the submitted TIA. All approved TIA schedule changes shall be
shown on the next update schedule.
40
If a TIA submitted by the Contractor is rejected by the Engineer, the Contractor shall meet
with the Engineer to discuss and resolve issues related to the TIA. If agreement is not reached,
the Contractor will be allowed 15 days from the meeting with the Engineer to give notice in
conformance with the provisions in Section 9 -1.04, "Notice of Potential Claim," of the Standard
Specifications. The Contractor shall only show actual as-built work, not unapproved changes
related to the TIA, in subsequent update schedules. If agreement is reached at a later date,
approved TIA schedule changes shall be shown on the next update schedule. The Engineer will
withhold remaining payment on the schedule contract item if a TIA is requested by the Engineer
and not submitted by the Contractor within 15 working days. The schedule item payment will
resume on the next estimate after the requested TIA is submitted. No other contract payment
will be retained regarding TIA submittals.
41
FINAL UPDATE SCHEDULE
The Contractor shall submit a final update, as-built schedule with actual start and finish dates
for the activities, within 30 days after completion of contract work. The Contractor shall provide
a written certificate with this submittal signed by the Contractor's project manager and an officer
of the company stating, "To my knowledge and belief, the enclosed final update schedule reflects
the actual start and finish dates of the actual activities for the project contained herein." An
officer of the company may delegate in writing the authority to sign the certificate to a
responsible manager.
42
RETENTION
The Department will retain an amount equal to 25 percent of the estimated value of the work
performed during each estimate period in which the Contractor fails to submit an acceptable
schedule conforming to the requirements of these special provisions as determined by the
Engineer. Schedule retentions will be released for payment on the next monthly estimate for
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partial payment following the date that acceptable schedules are submitted to the Engineer or as
otherwise specified herein. Upon completion of all contract work and submittal of the final
update schedule and certification, any remaining retained funds associated with this section,
"Progress Schedule (Critical Path Method) ", will be released for payment. Retentions held in
conformance with this section shall be in addition to other retentions provided for in the contract.
No interest will be due the Contractor on retention amounts.
43
PAYMENT
Progress schedule (critical path method) will be paid for at a lump sum price. The contract
lump sum price paid for progress schedule (critical path method) shall include full compensation
for furnishing all labor, material, tools, equipment, and incidentals, including computer software,
and for doing all the work involved in preparing, furnishing, and updating schedules, and
instructing and assisting the Engineer in the use of computer software, as specified in the
Standard Specifications and these special provisions, and as directed by the Engineer.
44
Payments for the progress schedule (critical path method) contract item will be made
progressively as follows:
A. A total of 25 percent of the item amount or a total of 25 percent of the amount listed for
progress schedule (critical path method) in "Payments" of Section 5 of these special
provisions, whichever is less, will be paid upon achieving all of the following:
1. Completion of 5 percent of all contract item work.
2. Acceptance of all schedules and TIAs required to the time when 5 percent of all
contract item work is complete.
3. Delivery of schedule software to the Engineer.
4. Completion of required schedule software training.
B. A total of 50 percent of the item amount or a total of 50 percent of the amount listed for
progress schedule (critical path method) in "Payments" of Section 5 of these special
provisions, whichever is less, will be paid upon completion of 25 percent of all contract
item work and acceptance of all schedules and TIAs required to the time when 25 percent
of all contract item work is complete.
C. A total of 75 percent of the item amount or a total of 75 percent of the amount listed for
progress schedule (critical path method) in "Payments" of Section 5 of these special
provisions, whichever is less, will be paid upon completion of 50 percent of all contract
item work and acceptance of all schedules and TIAs required to the time when 50 percent
of all contract item work is complete.
D. A total of 100 percent of the item amount or a total of 100 percent of the amount listed
for progress schedule (critical path method) in "Payments" of Section 5 of these special
provisions, whichever is less, will be paid upon completion of all contract item work,
acceptance of all schedules and TIAs required to the time when all contract item work is
complete, and submittal of the certified final update schedule.
45
If the Contractor fails to complete any of the work or provide any of the schedules required
by this section, the Engineer shall make an adjustment in compensation in conformance with the
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provisions in Section 4- 1.03C, "Changes in Character of Work," of the Standard Specifications
for the work not performed. Adjustments in compensation for schedules will not be made for
any increased or decreased work ordered by the Engineer in furnishing schedules.
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USE WITH 2006 STANDARDS.
Use in projects of $5 million or more.
DO NOT INCLUDE ON A +B CONTRACTS. Use SSP 08 -018 on A +B
Contracts.
Include SSPs S5 -135, 05 -050, and 08 -015 when this SSP is used.
DO NOT EDIT, except as directed by instructions. Any other editing MUST
be approved in writing by the Chief, Division of Construction.
Use Contract Item Code No.: 070018 TIME - RELATED OVERHEAD.
Do NOT include plant establishment period working days in the quantity for
Time - Related Overhead.
10 -1. TIME - RELATED OVERHEAD
The Contractor will be compensated for time - related overhead as described below and in
conformance with "Force Account Payment" of these special provisions. The Contractor will not
be compensated for time - related overhead for delays to the controlling operations caused by the
Engineer that occur prior to the first working day, but will be compensated for actual overhead
costs incurred, as determined by an independent Certified Public Accountant audit examination
and report.
2
Attention is directed to "Beginning of Work, Time of Completion and Liquidated Damages,"
"Force Account Payment," and "Progress Schedule (Critical Path Method)" of these special
provisions.
3
The provisions in Section 9 -1.08, "Adjustment of Overhead Costs," of the Standard
Specifications shall not apply.
4
Time - related overhead shall consist of those overhead costs, including field and home office
overhead, that are in proportion to the time required to complete the work. Time - related
overhead shall not include costs that are not related to time, including but not limited to,
mobilization, licenses, permits, and other charges incurred only once during the contract.
Time - related overhead shall not apply to subcontractors of any tier, suppliers, fabricators,
manufacturers, or other parties associated with the Contractor.
5
Field office overhead expenses include time - related costs associated with the normal and
recurring operations of the construction project, and shall not include costs directly attributable
to the work of the contract. Time - related costs of field office overhead include, but are not
limited to, salaries, benefits, and equipment costs of project managers, general superintendents,
field office managers and other field office staff assigned to the project, and rent, utilities,
maintenance, security, supplies, and equipment costs of the project field office.
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6
Home office overhead or general and administrative expenses refer to the fixed costs of
operating the Contractor's business. These costs include, but are not limited to, general
administration, insurance, personnel and subcontract administration, purchasing, accounting, and
project engineering and estimating. Home office overhead costs shall exclude expenses
specifically related to other contracts or other businesses of the Contractor, equipment
coordination, material deliveries, and consultant and legal fees.
7
The quantity of time - related overhead associated with a reduction in contract time for cost
reduction incentive proposals accepted and executed in conformance with the provisions in
Section 5 -1.14, "Cost Reduction Incentive," of the Standard Specifications shall be considered a
construction cost attributable to the resultant estimated net savings due to the cost reduction
incentive.
8
If the final increased quantity of time - related overhead exceeds 149 percent of the number of
working days specified in the Engineer's Estimate, the Contractor shall, within 60 days of the
Engineer's written request, submit to the Engineer an audit examination and report performed by
an independent Certified Public Accountant of the Contractor's actual overhead costs. The audit
examination and report shall depict the Contractor's project and company -wide financial records
and shall specify the actual overall average daily rates for both field and home office overhead
for the entire duration of the project, and whether the costs have been properly allocated. The
rates of field and home office overhead shall exclude unallowable costs as determined in the
Federal Acquisition Regulations, 48 CFR, Chapter 1, Part 31.
9
Independent Certified Public Accountant's audit examinations shall be performed in
conformance with the requirements of the American Institute of Certified Public Accountants
Attestation Standards. Audit examinations and reports shall determine if the rates of field office
overhead and home office overhead are:
A. Allowable in conformance with the requirements of the Federal Acquisition Regulations,
48 CFR, Chapter 1, Part 31.
B. Adequately supported by reliable documentation.
C. Related solely to the project under examination.
10
Within 20 days of receipt of the Engineer's written request, the Contractor shall make its
financial records available for audit by the State for the purpose of verifying the actual rate of
time - related overhead specified in the audit submitted by the Contractor. The actual rate of
time - related overhead specified in the audit, submitted by the Contractor, will be subject to
approval by the Engineer.
11
If the Engineer requests the independent Certified Public Accountant audit, or if it is
requested in writing by the Contractor, the contract item payment rate for time - related overhead,
in excess of 149 percent of the number of working days specified in the Engineer's Estimate, will
be adjusted to reflect the actual rate.
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12
The cost of performing an independent Certified Public Accountant audit examination and
submitting the report, requested by the Engineer, will be borne equally by the State and the
Contractor. The division of the cost will be made by determining the cost of providing an audit
examination and report in conformance with the provisions of Section 9- 1.03B, "Work
Performed by Special Forces or Other Special Services," of the Standard Specifications, and
paying to the Contractor one -half of that cost. The cost of performing an audit examination and
submitting the independent Certified Public Accountant audit report for overhead claims other
than for the purpose of verifying the actual rate of time - related overhead shall be entirely borne
by the Contractor. The cost of performing an audit examination and submitting the independent
Certified Public Accountant audit report to verify actual overhead costs incurred prior to the first
working day shall be entirely borne by the Contractor.
13
The quantity of time - related overhead to be paid will be measured by the working day,
designated in the Engineer's Estimate as WDAY. The estimated number of working days is the
number of working days, excluding days for plant establishment, as specified in "Beginning of
Work, Time of Completion and Liquidated Damages" of these special provisions. The quantity
of time - related overhead will be increased or decreased only as a result of suspensions or
adjustments of contract time which revise the current contract completion date, and which satisfy
any of the following criteria:
A. Suspensions of work ordered in conformance with the provisions in Section 8 -1.05,
"Temporary Suspension of Work," of the Standard Specifications, except:
1. Suspensions ordered due to weather conditions being unfavorable for the suitable
prosecution of the controlling operation or operations.
2. Suspensions ordered due to the failure on the part of the Contractor to carry out
orders given, or to perform the provisions of the contract.
3. Suspensions ordered due to factors beyond the control of and not caused by the State
or the Contractor, for which the Contractor is granted extensions of time in
conformance with the provisions of the third paragraph of Section 8 -1.07, "Liquidated
Damages," of the Standard Specifications.
4. Other suspensions that mutually benefit the State and the Contractor.
B. Extensions of contract time granted by the State in conformance with the provisions in
the fifth paragraph in Section 8 -1.07, "Liquidated Damages," of the Standard
Specifications and set forth in approved contract change orders, in conformance with the
provisions in Section 4 -1.03, "Changes," of the Standard Specifications.
C. Reductions in contract time set forth in approved contract change orders, in conformance
with the provisions in Section 4 -1.03, "Changes," of the Standard Specifications.
14
In the event an early completion progress schedule, as defined in "Progress Schedule
(Critical Path Method)" of these special provisions, is submitted by the Contractor and approved
by the Engineer, the amount of time - related overhead eligible for payment will be based on the
*' total number of working days for the project, in conformance with the provisions in "Beginning
of Work, Time of Completion and Liquidated Damages" of these special provisions, rather than
the Contractor's early completion progress schedule.
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15
The contract price paid per working day for time - related overhead shall include full
�.+ compensation for time - related overhead, including the Contractor's share of costs of the
independent Certified Public Accountant audit of overhead costs requested by the Engineer, as
specified in these special provisions, and as directed by the Engineer.
16
The provisions in Sections 4- 1.03B, "Increased or Decreased Quantities," and 4- 1.03C,
"Changes in Character of the Work," of the Standard Specifications shall not apply to the
contract item of time - related overhead.
17. Use when incentive /disincentive provisions are included in "Beginning of
Work, Time of Completion and Liquidated Damages" of these special
provisions.
Full compensation for additional overhead costs involved in incentive and disincentive
provisions to satisfy internal milestone or multiple calendar requirements shall be considered as
included in the contract items of work involved and no additional compensation will be allowed
therefor.
18
Full compensation for additional overhead costs incurred during days of inclement weather
when the contract work is extended into additional construction seasons due to delays caused by
the State shall be considered as included in the time - related overhead paid during the contract
working days, and no additional compensation will be allowed therefor.
19
Full compensation for additional overhead costs involved in performing additional contract
item work that is not a controlling operation shall be considered as included in the contract items
of work involved and no additional compensation will be allowed therefor.
20
Full compensation for overhead, other than time - related overhead measured and paid for as
specified above, and other than overhead costs included in the markups specified in "Force
Account Payment" of these special provisions, shall be considered as included in the various
items of work and no additional compensation will be allowed therefor.
21
Overhead costs incurred by subcontractors of any tier, suppliers, fabricators, manufacturers,
and other parties associated with the Contractor shall be considered as included in the various
items of work and as specified in Section 9 -1.03, "Force Account Payment," of the Standard
Specifications.
22
For the purpose of making partial payments pursuant to the provisions in Section 9 -1.06,
"Partial Payments," of the Standard Specifications, the number of working days to be paid for
time - related overhead in each monthly partial payment will be the number of working days,
specified above to be measured for payment that occurred during that monthly estimate period,
including compensable suspensions and right of way delays. Working days granted by contract
change order due to extra work or changes in character of the work, will be paid for upon
completion of the contract. The amount earned per working day for time - related overhead shall
be the lesser of the following amounts:
A. The contract item price.
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B. Twenty percent of the original total contract amount divided by the number of working
days specified in "Beginning of Work, Time of Completion and Liquidated Damages," of
these special provisions.
23. Use only on ROADWAY CONSTRUCTION projects without plant
establishment work. Delete Para 24.
After acceptance of the contract in conformance with the provisions in Section 7 -1.17,
"Acceptance of Contract," of the Standard Specifications, the amount of the total contract item
price for time - related overhead not yet paid, will be included for payment in the first estimate
made after acceptance of the contract in conformance with the provisions in Section 9 -1.07,
"Payment After Acceptance," of the Standard Specifications.
24. Use only on ROADWAY CONSTRUCTION projects with plant
establishment work. Delete Para 23.
070727 WN **
After the work has bccn completed, cxccpt plant establishment work, as provided in
Section 20 4.08, "Plant Establishment Work," of the Standard Specifications, the amount of the
provisions in Section 9 1.06, "Partial Payments," of the Standard Specifications.
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USE WITH 2006 STANDARDS.
Use when there are underground utilities on the project. High Risk facilities
MUST be located on the plans as specified in the High Risk Policy before a
project can be advertised.
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.
2. Use without editing when High Risk facilities are on the project.
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 gases; natural gas in
pipelines greater than 6 inches in diameter or pipelines operating at pressures greater than
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.
3. Use when any underground utility is on the project. If the project is a
Special Project as defined in the High Risk Policy, and the project has high
risk facilities, change "2 working days ", as required, to allow sufficient time
for the owner to locate the high risk facility and add SSP 08 -025 or
SSP 08 -026 and any other special requirements.
The Contractor shall notify the Engineer and the appropriate regional notification center for
operators of subsurface installations at least 2 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 Telephone Number
Underground Service Alert- Northern California (USA) (800) 642 -2444
(800) 227 -2600
Underground Service Alert- Southern California (USA) (800) 422 -4133
(800) 227 -2600
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USE WITH 2006 STANDARDS.
Use for high risk facilities on special projects and trenching for the
installation of electrical conduit is required. Special projects are defined in
Section 4 -3 of the "Policy on High and Low Risk Underground Facilities
Within Highway Rights of Way." This policy is published as Appendix LL,
"Utilities," of the Project Development Procedures Manual and is available
at:
http: / /www. dot .ca.gov /hq /oppd /pdpm/pdpm.htm
Add to Para 2 of SSP 08 -020. Revise the number of working days in Para 3
of SSP 08 -020 to provide sufficient time for the owner to locate the high risk
facility.
If these facilities are not located on the plans in both alignment and elevation, no work shall
be performed in the vicinity of the facilities, except as provided herein for conduit to be placed
under pavement, until the owner, or the owner's representative, has located the facility by
potholing, probing or other means that will locate and identify the facility. Conduit to be
installed under pavement in the vicinity of these facilities shall be placed by the trenching
method in conformance with the provisions in "Conduit" of these special provisions. If, in the
opinion of the Engineer, the Contractor's operations are delayed or interfered with by reason of
the utility facilities not being located by the owner or the owner's representative, the State will
compensate the Contractor for the delays to the extent provided in Section 8 -1.09, "Right of Way
Delays," of the Standard Specifications, and not otherwise, except as provided in Section 8 -1.10,
"Utility and Non - Highway Facilities," of the Standard Specifications.
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UTILITY COORDINATION ON GOING...
THIS WILL BE UPDATED FOR 95% SUBMITTAL
070727 WN **
USE WITH 2006 STANDARDS.
Use when utilities are to be relocated during construction.
Add to SSP 08 -020 and use SSP 08 -030.
Show existing and final location of utilities on plans.
1*.
It is anticipated that the following utility facilities will be relocated prior to the dates shown:
Utility Location Date
2 *. The number of working days shown must include any lead time needed
by the utility prior to start of work.
DOUBLE CHECK WITH THE CITY — example only
070727 WN**
The following utility facilities will be relocated during the progress of the contract. The
Contractor shall notify the Engineer, in writing, prior to doing work in the vicinity of the facility.
The utility facility will be relocated within the listed working days, as defined in Section 8 -1.06,
"Time of Completion," of the Standard Specifications, after the notification is received by the
Engineer:
Utility Location I Working Days
City of Fontana Water Dept. Water Line on Duncan Canyon Road 30
3 *. If it is not obvious from the plans at what stage the utility work is to be
done, indicate in the special provisions when the Contractor is allowed time
for installation.
070727 WN **
*, operations. The Contractor shall make the necessary arrangements with the utility company,
utility company, to the Engineer. The schedule of work shall provide not loss than the following
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number of working days, as defined in Section 8 1.06, "Time of Completion," of the Standard
Utility (addr rs) Location Working Day:,
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USE WITH 2006 STANDARDS.
Use when a right of way clause is required.
Add to SSP 08 -020.
070727 WN **
In the event that the utility facilities mentioned above are not moved -or relocated by the
date specified and, if in the opinion of the Engineer, the Contractor's operations are delayed or
interfered with by reason of the utility facilities not being removed or relocated by the date
specified, the City State will compensate the Contractor for the delays to the extent provided in
Section 8 -1.09, "Right of Way Delays," of the Standard Specifications, and not otherwise, except
as provided in Section 8 -1.10, "Utility and Non - Highway Facilities," of the Standard
Specifications.
Except as provided for above, full compensation for conforming to all the requirements of
this Section, "Obstructions" shall be considered as included in the contract prices paid for the
various contract items of work involved and no additional compensation will be allowed
therefor.
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USE WITH 2006 STANDARDS.
Use when utility facilities are involved with pile or substructure construction.
10 -1. OBSTRUCTIONS
Attention is directed to Section 8 -1.10, "Utility and Non - Highway Facilities," Section 15,
"Existing Highway Facilities," and Section 51 -1.19, "Utility Facilities," of the Standard
Specifications and these special provisions.
2 *. Edit. Delete if covered in Section 8 -1.10 of the Standard Specifications.
The utility facilities listed in the following table will bc arranged as shown on the plans
substructure construction. It is anticipated that no other utility facilities will bc rearranged or
drilling operations or substructure construction, unless the Contractor makes the necessary
arrangements as provided in Section 8 1.10:
Utility Facility Location
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3. Paras 3, 4 and 5, edit or delete if covered in Section 8 -1.10 of the Standard
Specifications.
The Contractor shall notify the Engineer in writing at least 30 days in advance of the date or
dates that the interfering utility facilities are to bc rearranged. The Engineer will, in turn, notify
4*
The utility facilities listed in the following table, and other utility facilities that possibly
exist at locations which might interfere with the pile driving or drilling operations or
substructure construction, will not be rearranged in advance of or during construction
operations. Should the Contractor desire to have any of the utility facilities rearranged or
temporarily deactivated for his convenience, the Contractor shall make the necessary
arrangements as provided in Section 8 -1.10:
Utility Facility 1 Location
Water Line Duncan Canyo Road
Fiber Optic Duncan Canyon Road
5
Full compensation for conforming to the requirements of this section, not otherwise provided
for, shall be considered as included in the prices paid for the various contract items of work
involved and no additional compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
10 -1. DUST CONTROL
Dust control shall conform to the provisions in Section 10, "Dust Control," of the Standard
Specifications and these special provisions.
2. Use in areas where water is scarce.
070727 WN **
Attention is directed to "Water Conservation" of these special provisions regarding the use of
a dust palliative to control dust.
Reclaimed water shall be used for construction watering activities, to the extent feasible or as
directed by the engineer. Cost effective alternative methods for controlling fugitive dust shall be
employed during severe water shortages in which the supply of reclaimed water is also limited.
The contractor shall utilize effective fugitive dust control measures as required by South
Coast Air Quality Management District Rule 403, in conjunction with Section 10, "Dust
Control ", of the Standard Specifications. Certain site conditions, such as those found during
Santa Ana wind conditions, may cause the need for acceleration of these measures to prevent the
travel of dust pollutants toward more developed areas.
All vehicles hauling dirt, sand, soil, or other building materials shall have their cargo area
covered, or shall have a minimum of 0.6 meters freeboard between the top of the load and the top
of the four sides of the cargo area.
The contractor shall use only well -tuned and regularly maintained equipment in the execution
of this contract in order to minimize the volume of equipment exhaust emissions. Also, the
contractor shall use only clean and low - sulfur fuel for construction equipment. Vehicles used in
construction activities shall be equipped with the type of mufflers recommended by the
equipment manufacturers. The contractor shall schedule construction activities to minimize
daily vehicle emissions.
In accordance with Caltrans' standard practice, all construction vehicles will be washed and
cleaned as necessary to remove mud and other deposits prior to leaving the construction site. All
roadway surfaces, parking lots, and vehicle storage shall be paved or chemically treated. Parking
shall be prohibited on all unpaved or untreated areas.
Full compensation for furnishing all labor, materials, tools, equipment, and incidentals and
for doing all the work involved in dust control compliance, complete in place, including
developing, obtaining approval of and updating a Fugitive Dust Control Plan from AQMD and
as directed by the Engineer, shall be considered as included in the contract price paid for the
items involved and no additional compensation will be allowed therefor.
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USE WITH 2006 STANDARDS.
Use on Minor A and Major Projects when the number of working days for
the project is 50 or more (excluding plant establishment working days).
May be included on projects consisting principally of bridge work regardless
of the number of working days.
USE CONTRACT ITEM CODE 999990, MOBILIZATION
10 -1. MOBILIZATION
Mobilization shall conform to the provisions in Section 11, "Mobilization," of the Standard
Specifications.
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USE WITH 2006 STANDARDS.
Use in ALL projects
Category 1, 2 and 3 temporary traffic control devices to be used in work
zones.
10 -1. CONSTRUCTION AREA TRAFFIC CONTROL DEVICES
Flagging, signs, and temporary traffic control devices furnished, installed, maintained, and
removed when no longer required shall conform to the provisions in Section 12, "Construction
Area Traffic Control Devices," of the Standard Specifications and these special provisions.
2
Category 1 temporary traffic control devices are defined as small and lightweight (less than
100 pounds) devices. These devices shall be certified as crashworthy by crash testing, crash
testing of similar devices, or years of demonstrable safe performance. Category 1 temporary
traffic control devices include traffic cones, plastic drums, portable delineators, and channelizers.
3
If requested by the Engineer, the Contractor shall provide written self - certification for
crashworthiness of Category 1 temporary traffic control devices at least 5 days before beginning
any work using the devices or within 2 days after the request if the devices are already in use.
Self - certification shall be provided by the manufacturer or Contractor and shall include the
following:
A. Date,
B. Federal Aid number (if applicable),
C. Contract number, district, county, route and post mile of project limits,
D. Company name of certifying vendor, street address, city, state and zip code,
E. Printed name, signature and title of certifying person; and
F. Category 1 temporary traffic control devices that will be used on the project.
The Contractor may obtain a standard form for self - certification from the Engineer.
4
Category 2 temporary traffic control devices are defined as small and lightweight (less than
100 pounds) devices that are not expected to produce significant vehicular velocity change, but
may cause potential harm to impacting vehicles. Category 2 temporary traffic control devices
include barricades and portable sign supports.
5
Category 2 temporary traffic control devices shall be on the Federal Highway
Administration's (FHWA) list of Acceptable Crashworthy Category 2 Hardware for Work Zones.
This list is maintained by FHWA and can be located at:
http: / /safety.fhwa.dot.gov /roadway_dept/ road_ hardware /listing.cfin ?code = workzone
The Department also maintains this list at:
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http: / /www. dot.ca. gov/hq/ traffops / signtech /signdel/pdf/Category2.pdf
6
Category 2 temporary traffic control devices that have not received FHWA acceptance shall
not be used. Category 2 temporary traffic control devices in use that have received FHWA
acceptance shall be labeled with the FHWA acceptance letter number and the name of the
manufacturer. The label shall be readable and permanently affixed by the manufacturer.
Category 2 temporary traffic control devices without a label shall not be used.
7
If requested by the Engineer, the Contractor shall provide a written list of Category 2
temporary traffic control devices to be used on the project at least 5 days before beginning any
work using the devices or within 2 days after the request if the devices are already in use.
8
Category 3 temporary traffic control devices consist of temporary traffic- handling equipment
and devices that weigh 100 pounds or more and are expected to produce significant vehicular
velocity change to impacting vehicles. Temporary traffic- handling equipment and devices
include crash cushions, truck- mounted attenuators, temporary railing, temporary barrier, and end
treatments for temporary railing and barrier.
9
Type III barricades may be used as sign supports if the barricades have been successfully
crash tested, meeting the NCHRP Report 350 criteria, as one unit with a construction area sign
attached.
10
Category 3 temporary traffic control devices shall be shown on the plans or on the
Department's Highway Safety Features list. This list is maintained by the Division of
Engineering Services and can be found at:
http: / /www.dot.ca. gov /hq /esc/ approved _products_list /HighwaySafe.htm
11
Category 3 temporary traffic control devices that are not shown on the plans or not listed on
the Department's Highway Safety Features list shall not be used.
12
Full compensation for providing self - certification for crashworthiness of Category 1
temporary traffic control devices and for providing a list of Category 2 temporary traffic control
devices used on the project shall be considered as included in the prices paid for the various
items of work requiring the use of the Category 1 or Category 2 temporary traffic control devices
and no additional compensation will be allowed therefor.
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{ XE "12- 003 20 -07" }
Page 1 of 2
USE WITH 2006 STANDARDS.
Use in ALL projects.
Include 2006 Standard Plans S93, S94, and S95 as needed.
Include SSP S8 -M03, SSP 56 -800, SSP 56 -810, SSP 56 -820, SSP 56 -830 and
SSP 56 -840 for stationary mounted construction area signs.
Include SSP 56 -850 as needed for stationary mounted construction area
signs.
Include a lump sum contract item for Construction Area Signs, except when
the only Construction Area Signs required for the project are for traffic
control system for lane closure.
10 -1. CONSTRUCTION AREA SIGNS
Construction area signs for temporary traffic control shall be furnished, installed, maintained,
and removed when no longer required in conformance with the provisions in Section 12,
"Construction Area Traffic Control Devices," of the Standard Specifications and these special
provisions.
2. Use only when stationary mounted construction area signs are used.
Attention is directed to "Furnish Sign" of these special provisions.
3
Attention is directed to the provisions in "Prequalified and Tested Signing and Delineation
Materials" of these special provisions. Type II retroreflective sheeting shall not be used on
construction area sign panels. Type III, W, VII, VIII, or IX retroreflective sheeting shall be used
for stationary mounted construction area sign panels.
4. Use only if SSP 05 -000, "Construction Project Information Signs," is used.
Attention is directed to "Construction Project Information Signs" of these special provisions
regarding the number and type of construction project information signs to be furnished, erected,
maintained, and removed and disposed of.
5
Unless otherwise shown on the plans or specified in these special provisions, the color of
construction area warning and guide signs shall have black legend and border on orange
background, except W10 -1 or W47(CA) (Highway -Rail Grade Crossing Advance Warning) sign
shall have black legend and border on yellow background.
6. Use only when construction area signs are fluorescent orange in color.
Orange background on construction area signs shall be fluorescent orange.
7
Repair to construction area sign panels will not be allowed, except when approved by the
Engineer. At nighttime under vehicular headlight illumination, sign panels that exhibit irregular
i luminance, shadowing or dark blotches shall be immediately replaced at the Contractor's
expense.
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8
The Contractor shall notify the appropriate regional notification center for operators of
subsurface installations at least 2 working days, but not more than 14 calendar days, prior to
commencing excavation for construction area sign posts. The regional notification centers
include, but are not limited to, the following:
Notification Center I Telephone Number
Underground Service Alert- Northern California (USA) (800) 642 -2444
(800) 227 -2600
Underground Service Alert- Southern California (USA) (800) 422 -4133
(800) 227 -2600
9
Excavations required to install construction area signs shall be performed by hand methods
without the use of power equipment, except that power equipment may be used if it is
determined there are no utility facilities in the area of the proposed post holes. The post hole
diameter, if backfilled with portland cement concrete, shall be at least 4 inches greater than the
longer dimension of the post cross section.
10
Construction area signs placed within 15 feet from the edge of the travel way shall be
mounted on stationary mounted sign supports as specified in "Construction Area Traffic Control
Devices" of these special provisions.
11
The Contractor shall maintain accurate information on construction area signs. Signs that are
no longer required shall be immediately covered or removed. Signs that convey inaccurate
information shall be immediately replaced or the information shall be corrected. Covers shall be
replaced when they no longer cover the signs properly. The Contractor shall immediately restore
to the original position and location any sign that is displaced or overturned, from any cause,
during the progress of work.
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Page 1 of 1
USE WITH 2006 STANDARDS.
Use when temporary object markers are used in conjunction with
"Construction Area Signs."
Add to SSP 12 -003. Include Standard Plans A73A and A73B in project.
The term "construction area signs" shall include temporary object markers required for the
direction of public traffic through or around the work during construction. Object markers listed
or designated on the plans as construction area signs shall be considered to be signs and shall be
furnished, erected, maintained, and removed by the Contractor in the same manner specified for
construction area signs.
2
Object markers shall be stationary mounted on wood or metal posts in conformance with the
details shown on the plans and the provisions in Section 82, "Markers and Delineators," of the
Standard Specifications.
3. Edit as required.
Marker panels for Type N (CA), Type P (CA) and Type R (CA) object markers shall
conform to the provisions for sign panels for stationary mounted signs.
4. Edit as required.
Target plates for Type K (CA) and Type L (CA) object markers and posts, reflectors and
hardware shall conform to the provisions in Section 82, "Markers and Delineators," but need not
be new.
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Page 1 of 1
USE WITH 2006 STANDARDS.
Use when work will be performed over, on or adjacent to lanes carrying
public traffic, including the contiguous or adjacent shoulders.
10 -1. MAINTAINING TRAFFIC
Maintaining traffic shall conform to the provisions in Sections 7 -1.08, "Public Convenience,"
Section 7 -1.09, "Public Safety," and Section 12, "Construction Area Traffic Control Devices," of
the Standard Specifications, "Public Safety" of these special provisions and these special
provisions.
2. As directed by Traffic Operations, delete "shoulder" if tracking of
shoulder closure is not required.
Closure is defined as the closure of a traffic lane or lanes, including shoulder, ramp or
connector lanes, within a single traffic control system.
3. Use when closures are allowed or required. Include SSP 12 -260,
SSP 12 -265, SSP 12 -270 or SSP 12 -275.
Closures shall conform to the provisions in "Traffic Control System for Lane Closure" of
these special provisions.
4. Use when no closures are allowed.
070727 WN **
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Page l of l
USE WITH 2006 STANDARDS.
Add to SSP 12 -010.
Use for high- volume freeways with sufficient number of lanes to allow
closure of the adjacent lanes. There must be 2 or more lanes adjacent to the
lane where work is being performed.
In addition to the provisions set forth in "Public Safety" of these special provisions,
whenever work, including the work of installing, maintaining, and removing temporary railing
(Type K) is to be performed on the freeway within 6 feet of the adjacent traffic lane, the adjacent
traffic lane shall be closed.
2. Delete Para 3 when Para 2 is used.
Except as listed above, closure of adjacent traffic lane will not be required for installing,
maintaining and removing traffic control devices.
3. Use for projects which require grinding or grooving operations where
equipment can be operated up to the edge of the lane using the 2 -foot offset
of the cones for separation between the work and the traffic. Delete Para 2
when Para 3 is used.
070727 WN **
Except as listed above, closure of adjacent traffic lane will not be required for grinding and
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{ XE "12- 100 20 -07" }
Page 1 of 5
USE WITH 2006 STANDARDS.
Add to SSP 12 -010.
Include SSP 12 -160, SSP 12 -162, SSP 12 -164, SSP 12 -166, SSP 12 -168 or
SSP 12 -170 for lane requirement charts.
1. Use when lane or ramp requirement charts are included and edit
accordingly. Delete Para 3.
Closures are only allowed during the hours shown in the lane requirement charts included in
this section "Maintaining Traffic," except for work required under Sections 7 -1.08, "Public
Convenience," and Section 7 -1.09, "Public Safety."
2. Delete when Para 3 is used.
The full width of the traveled way shall be open for use by public traffic when construction
operations are not actively in progress.
3. Use when lane requirement charts are not included and there are time
restrictions for closing lanes. Delete Paras 1 and 2 when Para 3 is used.
070727 WN **
The full width of the traveled way shall be open for use by public traffic on Saturdays,
Sundays, Special Days, designated legal holidays; after 3:00 p.m. on Fridays and thc day
pregress:
4. Use when lane or ramp requirement charts are not included. Delete
Para 1.
Work that interferes with public traffic shall be limited to the hours when lane closures are
allowed, except for work required under Sections 7 -1.08, "Public Convenience," and
Section 7 -1.09, "Public Safety."
Paras 5, 6 and 7 to be edited as directed by Traffic Operations.
5*
070727 WN **
Under-ape-way-reversing traffic control operations, public traffic
direction for periods not to exceed minutes.
6*
070727 WN **
Unless approved by the Engineer, thc maximum length of a single stationary lane closure
shall be miles.
7*
070727 WN **
be allow d at one time. Concurrent stationary closures shall be spaced no closer than miles
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8. Use on seal coat projects when lane or ramp requirement charts are not
included. Add "or ramp in each direction of travel" after "one lane" when
multilane roadways are involved. When lane or ramp requirement charts
are included for seal coat projects, include Para 3 and 8 requirements in the
charts.
070727 WN **
On days that lane closures are not allowed, one lane may be closed to maintain the seal coat
surface as required in Scction 37 1.07, "Finishing," of thc Standard Specifications. Lanc
closures to maintain the seal coat surface shall be restricted to daylight hours when public traffic
will be least inconvenienced and delayed, as determined by the Engineer.
9. Use in urban areas where local agencies regulate traffic.
Local authorities shall be notified at least 5 business days before work begins. The
Contractor shall cooperate with local authorities to handle traffic through the work area and shall
make arrangements to keep the work area clear of parked vehicles.
10. Delete when SSP 12 -166 is used.
070727 WN **
• ., ... - - - . - ., - - _ . .
11. Use when closure of several on ramps and off ramps are required within
the project limits.
070727 WN **
Adjacent ramps, in the same direction of travel, servicing 2 consecutive local streets shall not
be closed simultaneously unless directed by thc Engineer.
Paras 12, 13, 14, 15, and 16 to be used when special signs are required for
concrete slab replacement work and for connector or ramp closures.
12. Use for projects with concrete slab replacement work.
C43(CA) (FRESH CONCRETE) sign shall be used at the beginning of the pavement slab
replacement work area. The sign shall be in place during the entire curing period.
Paras 13, 14, 15, and 16. Use when SC6 -3(CA) or SC6 -4(CA) signs are
required for connector or ramp closure.
13
070727 WN **
SC6 3(CA) (RAMP CLOSED) sign shall be . -: • • - -•• -• • - • - •• ::
14
070727 WN **
SC6 4(CA) (RAMP CLOSED) sign shall be used to inform motorists of tho temporary
15
070727 WN **
The SC6 3(CA) or SC6 1(CA) signs shall be installed at lest 7 days before closing thc
• .. ..
shown on the plans and as directed by the Engineer.
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16
err+' A 070727 WN**
•
SC6 3(CA) or SC6 4(CA) signs, when no longer required, shall be immediately covered or
feino
17 *. Use on undivided highways when traffic delays are anticipated. Edit as
directed by Traffic Operations for the type of operation which require
stopping of traffic including erection of girders, falsework erection and
removal, and time requirements. If delays of more than a few minutes are
anticipated, advance warning and advisory signs must be erected in order for
motorists to consider alternative routes.
070727 WN **
During blasting, hauling, slide removal excavation operations, thc road may be closed and
public traffic stopped for periods not to exceed hours minutcs. Aftcr one closure is
Use Para 18,19 or 20.
18. Use when personal vehicles of the Contractor's employees may be parked
at various locations except on the traveled way or shoulders. Delete "or
shoulders" on 2 -lane, 2 -way roadways or on undivided highways.
070727 WN **
Personal vehicles of thc Contractor's employees shall not be parked on the traveled way or
shoulders including sections closed to public traffic.
19 *. Use when personal vehicles of the Contractor's employees may be
parked within the right of way but only within certain limits.
070727 WN **
20 *. Use when personal vehicles of the Contractor's employees may be
parked within the right of way but only at a designated area.
070727 WN **
Personal vehicles of the Contractor's employees shall not be parked within the right of way
except in the area closed to public traffic.
Use Para 21 or 22.
21. Use when Standard Plan T -10 is included.
When work vehicles or equipment are parked on the shoulder within 6 feet of a traffic lane,
the shoulder area shall be closed as shown on the plans.
22. Use when Standard Plan T -10 is not included.
When work vehicles or equipment are parked on the shoulder within 6 feet of a traffic lane,
the shoulder area shall be closed with fluorescent orange 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 25 -foot intervals to a point not less than 25 feet past the last vehicle or piece of
equipment. A minimum of 9 traffic cones or portable delineators shall be used for the taper. A
W20 -1 (ROAD WORK AHEAD) or W21 -5b (RIGHT /LEFT SHOULDER CLOSED AHEAD)
or C24(CA) (SHOULDER WORK AHEAD) sign shall be mounted on a crashworthy portable
sign support with flags. The sign shall be placed where designated by the Engineer. The sign
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shall be a minimum of 48" x 48" in size. The Contractor shall immediately restore to the original
position and location a traffic cone or delineator that is displaced or overturned, during the
progress of work.
23 *. Use for multilane roadways and undivided highways when lane
requirement charts are not required because closures are allowed without
restriction. A lane width of less than 10 feet must be justified. When a lane
width of less than 10 feet is specified, add the following to the beginning of
Para 23, "Regardless of the minimum lane width requirements specified in
"Public Safety" of these special provisions, ".
070727 WN **
-- - • . - s than feet wide, shall be open for use by
public traffic in cash direction of travel.
24 *. Use for 2 -lane, 2 -way roadways and undivided highways if one -way
traffic is OK. A lane width of less than 10 feet must be justified. When a
lane width of less than 10 feet is specified add the following to the beginning
of Para 24 "Regardless of the minimum lane width requirements specified in
"Public Safety" of these special provisions, ".
070727 WN **
A minimum of one paved traffic lane, not less than feet wide, shall be open for use by
public traffic.
25. Use only when there are time restrictions on the Contractor's operations.
If minor deviations from the lane requirement charts are required, a written request shall be
submitted to the Engineer at least 15 days before the proposed date of the closure. The Engineer
may approve the deviations if there is no significant increase in the cost to the State and if the
work can be expedited and better serve the public traffic.
26 *. Use when SSP 12 -162 or SSP 12 -170 is used. Fill in type of operations
that require complete closure, such as bridge demolition, 2 -post overhead
sign structure installation and removal, erection of girders, falsework
erection and removal, and loop detector installation.
070727 WN **
detour for each direction of travel will be allowed for the following operations:
27. Use when closure of connectors with more than one lane is required
along with closure of freeway lanes. Use ONLY for landscape, electrical or
pavement delineation projects. Edit based on connector geometrics.
.. .1* - - • - - • . .. • -- . _ - - ...
remaining work is located in the transitioning ar as or on thc freeway lanes.
28. Use when Para 1 or 3 is included. Edit for holidays that do not generate
heavy traffic through project.
070727 WN **
Designated legal holidays are: as shown on Table Z below (Lanes Closure Restrictions for
Designated Legal Holiday and Special Days)January 1st, thc third Monday in February, the last
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. ! _ 1. - . ._ _ - . .. .. ., - . .-
.. '. . .. .-
Friday shall be a designated legal holiday.
fir.+
29 *. Use when Para 1 or 3 is used and enter Special Days when there are
lane closure restrictions. Include SSP 12 -128 after this Para. Consult with
District Traffic Managers for Special Days.
070727 WN **
Special Days are: as shown on Table Z below (Lanes Closure Restrictions for Designated
Legal Holiday and Special Days).
30. When there is no item for CAS, replace "contract lump sum price paid
for construction area signs" with "prices paid for the various contract items
of work involved ". Edit for applicable signs.
Full compensation for furnishing, erecting, maintaining, and removing and disposing of the
C43(CA), SC6 3(CA), SC6 4(CA), W20 -1, W21 -5b, and C24(CA) signs shall be considered as
included in the contract lump sum price paid for construction area signs and no additional
compensation will be allowed therefor.
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Page 1 of 1
USE WITH 2006 STANDARDS.
Add to the end of SSP 12 -100. Consult with the District Traffic Managers
for editing of this table.
FROM DISTRICT 070305 WN **
Table "Z"
Lane Closure Restriction for Designated Legal Holidays and Special Days
Thu Fri Sat Sun Mon Tues Wed Thu Fri Sat Sun Mon
H
x -p xx xx xx x -f
SD
xx
H
x -p xx xx xx x -f
SD
xx
H
x-p xx xx xx
SD
xx
H
x -p xx xx xx x -f
SD
xx xx xx
H
x -p xx
SD
x -p xx
H
x -p xx
SD
xx
H
x -p xx xx xx xx x -f
SD
xx
Legends:
Refer to lane closure charts
x -p The full width of the traveled way shall be open for use by public traffic after 0600.
x -f The full width of the traveled way shall be open for use by public traffic until 1800.
xx The full width of the traveled way shall be open for use by public traffic.
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H Designated Legal Holiday
SD Special Day
11 = Designated Legal Holiday
January 1st, Third Monday in February, Last Monday in May, July 4th, First Monday in
September, November 1 lth, Thanksgiving Day, December 25th
SD = Special Day/Event
Include Martin Luther King Day, Lincoln's Birthday, Good Friday through Easter Sunday,
Cesar Chavez, Columbus Day and December 26th through December 31st. No closure is
allowed on these days.
c
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,. ■111111111111111111111111 4 1111111.111111111111111, ,
08- 422301
070727 WN **
c District 8 Special Events List
No work that encroaches onto the traveled way of the affected Routes shall be allowed from 3 hours
before to 2 hours following special events listed below unless otherwise permitted by the District
Traffic Manager
- + , Presently
Venue /Special w c c Q R ou te Identified The
Events Q E Limits Month Of Website Contact #
Events
Glen Helen 215 * ** University Pkwy to Various events www hyundaip
May -Oct
Hyundai I- 15/215 Connector avilion.com 909 - 880 -6500
Pavilion 15 ** I -60 to Devore Road yearly See web
site
September 13-
Route 66 215 * ** Mill St. to 5 St 16, 2007 www.route- 909 - 889 -3980
Rendezvous 66.org
10 * ** LA I -57 to SBD I -215
15 * ** I- 15/215 to SR -91 Various events
California www.california
210 * ** Haven to I -215 Thru the year 909 - 429 -5000
Speedway 66 * ** Haven to Cherry See web site speedway.com
60 * * * I -15 to County Line
Temecula ** SR -79 (Winchester Rd) June 1 -3 www.tvbwf.co
Balloon and 15 and Rancho California 2007 m 951- 676 -6713
Wine Festival —
C Bob ** palm Springs off ramp January 15 -21
Hope /Chrysler 10 at SR -111 2007 www.bhcc.com 760- 346 -6329
Classic
Kraft Nabisco ** Palm Springs off ramp March 26- www.nabiscoch
Championship 10 at SR -111 April 1 ampionship.co 760 - 324 -4546
2007 m
Festival of http: / /www.rive
Lights 1-15 to I- 215/SR -60 November 23
(Downtown 91 ** split 2007 rsidedowntown. 951- 683 -7100
Riverside) org/
March Air
Show * ** Cactus to Ramona April http: / /www.mar 951- 655 -1110
March Air Express Way chfieldairfest.co
Reserve Base m/
UCR 60 * ** I- 215 /SR- 60 /SR -91 split June 15 -17 www.commenc 951 - 787 -3144
Graduation 215 * ** to Central Ave 2007 ement.ucr.edu
Laughlin * ** I -40/ From 1-15 to April http: / /www.laug
River Run 40 Arizona State Line 2007 hlinriverrun.co 949 - 502 -3434
m/
Note: The dates of events change yearly. Contact numbers and websites provided to verify
exact dates.
** Designates - Moderate Impact (20 minute delay or less)
* ** Designates -High Impact (30 minute delay or less)
IC
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Page 1 of 1
USE WITH 2006 STANDARDS.
Use when pedestrian traffic will pass through construction areas. Add to
SSP 12 -010.
Pedestrian access facilities shall be provided through construction areas within the right of
way as shown on the plans and as specified herein. Pedestrian walkways shall be surfaced with
asphalt concrete, portland cement concrete or timber. The surface shall be skid resistant and free
of irregularities. Hand railings shall be provided on each side of pedestrian walkways as
necessary to protect pedestrian traffic from hazards due to construction operations or adjacent
vehicular traffic. Protective overhead covering shall be provided as necessary to insure
protection from falling objects and drip from overhead structures.
2
070727 WN **
during pile driving, footing, wall, and other bridgc construction operations. At least one
walkway shall be available at all times. If the Contractor's operations require the closure of one
. . , - - ., . - • . . . _ . . . _ . - ., . , - • _ . _ . . . . . .
3
Railings shall be constructed of wood, S4S, and shall be painted white. Railings and
walkways shall be maintained in good condition. Walkways shall be kept clear of obstructions.
4
Full compensation for providing pedestrian facilities shall be considered as included in the
prices paid for the various contract items of work involved and no additional compensation will
be allowed therefor.
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Page 1 of 1
USE WITH 2006 STANDARDS.
Add charts to SSP 12 -100.
Use for multilane highways. Edit chart title and use as many charts as
needed.
Chart No. 1
Freeway/Expressway Lane Requirements
County: SBD Route/Direction: 15/NB PM: 10.32 -11.44
Closure Limits: EA: 0H1300
FROM HOUR TO HOUR 24 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Mondays through Thursdays 1 1 1 1 1 2 2 2
Fridays 1 1 1 1 1 2
Saturdays
Sundays 2 2
Legend:
Delete [cut] any legend not used.
Do NOT use Shading or Crosshatching. The "Lane Requirement Chart"
toolbar is no longer to be used. 1/2 -hour increments can be accomplished
by splitting the appropriate cell.
Edit for right or left shoulder closure. Do not edit if both shoulder
closures apply.
1 I Provide at least one through freeway lane open in direction of travel
2 I Provide at least two adjacent through freeway lanes open in direction of travel
I Work permitted within project right of way where shoulder or lane closure is not required.
REMARKS:
1. Closures may not be allowed during certain upcoming special events.
2. The closure starts with the first cone down and ends with the last cone picked up. No
closure sign(s) shall be exposed to traffic more than 30 minutes before or after a closure,
except as otherwise indicated in the special provisions.
3. The length of each closure shall not exceed 3 kilometers (2 miles).
4. In the same direction, consecutive closures shall be not less than 2 kilometers (1.25
miles) apart and lanes shall be closed on the same side of the roadbed.If directed by Traffic
Operations include a remark regarding a reference to the "Lane Closure Restriction for
Designated Legal Holidays and Special Days" table as follows: "See Lane Closure
Restriction for Designated Legal Holidays and Special Days table in Maintain Traffic of
these special provisions for additional closure restrictions."
Date: 3/13/07 Prepared by: sy Validity: 15 months
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{ XE "12- 160 03 -06" }
Page 1 of 1
USE WITH 2006 STANDARDS.
Add charts to SSP 12 -100.
Use for multilane highways. Edit chart title and use as many charts as
needed.
Chart No. 2
Freeway/Expressway Lane Requirements
County: SBD Route/Direction: 15 /SB PM: 10.32 -11.44
Closure Limits: EA: OH1300
FROM HOUR TO HOUR 24 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Mondays through Thursdays 1 1 1 2 2 2 1 1
Fridays 1 1 1 2
Saturdays
Sundays 2 2
Legend:
Delete [cut] any legend not used.
Do NOT use Shading or Crosshatching. The "Lane Requirement Chart"
toolbar is no longer to be used. 1/2 -hour increments can be accomplished
by splitting the appropriate cell.
Edit for right or left shoulder closure. Do not edit if both shoulder
closures apply.
1 I Provide at least one through freeway lane open in direction of travel
2 I Provide at least two adjacent through freeway lanes open in direction of travel
I Work permitted within project right of way where shoulder or lane closure is not required.
REMARKS:
1. Closures may not be allowed during certain upcoming special events.
2. The closure starts with the first cone down and ends with the last cone picked up. No
closure sign(s) shall be exposed to traffic more than 30 minutes before or after a closure,
except as otherwise indicated in the special provisions.
3. The length of each closure shall not exceed 3 kilometers (2 miles).
4. In the same direction, consecutive closures shall be not less than 2 kilometers (1.25
miles) apart and lanes shall be closed on the same side of the roadbed.If directed by Traffic
Operations include a remark regarding a reference to the "Lane Closure Restriction for
Designated Legal Holidays and Special Days" table as follows: "See Lane Closure
Restriction for Designated Legal Holidays and Special Days table in Maintain Traffic of
these special provisions for additional closure restrictions."
Date: 3/13/07 Prepared by: sy Validity: 15 months
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{ XE "12- 220 15 -06" }
Page 1 of 3
USE WITH 2006 STANDARDS.
Use on projects that allow lane closures. Use with "Maintaining Traffic"
SSPs and either SSP 12 -260, SSP 12 -265, SSP 12 -270 or SSP 12 -275.
10 -1. CLOSURE REQUIREMENTS AND CONDITIONS
Closures shall conform to the provisions in "Maintaining Traffic" of these special provisions
and these special provisions.
2
CLOSURE SCHEDULE
By noon Monday, the Contractor shall submit a written schedule of planned closures for the
following week period, defined as Sunday noon through the following Sunday noon. Closures
involving work (temporary barrier placement and paving operations) that will reduce horizontal
clearances, traveled way inclusive of shoulders, to 2 lanes or less shall be submitted not less than
25 days and not more than 125 days before the anticipated start of operation. Closures involving
work (pavement overlay, overhead sign installation, falsework and girder erection) that will
reduce the vertical clearances available to the public, shall be submitted not less than 25 days and
not more than 125 days before the anticipated start of operation.
3
The Closure Schedule shall show the locations and times of the proposed closures. The
Closure Schedule request forms furnished by the Engineer shall be used. Closure Schedules
submitted to the Engineer with incomplete or inaccurate information will be rejected and
returned for correction and resubmittal. The Contractor will be notified of disapproved closures
or closures that require coordination with other parties as a condition of approval.
Para 4 may be deleted on conventional highways and freeways where the
traffic demand is low enough that it is not necessary to restrict the
Contractor's access during the week to accommodate a daily commute.
Weekend and holiday restrictions are permitted.
4 *. Edit the last sentence of Para 4 as necessary.
Closure Schedule amendments, including adding additional closures, shall be submitted by
noon to the Engineer, in writing, at least 3 business days in advance of a planned closure.
Approval of Closure Schedule amendments will be at the discretion of the Engineer.
5 Delete Paras 5, 6, 7, 8, 9, 10 and 11 for emergency Force Account
contracts.
The Engineer shall be notified of cancelled closures 2 business days before the date of
closure.
6
Closures that are cancelled due to unsuitable weather may be rescheduled at the discretion of
the Engineer.
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7
CONTINGENCY PLAN
A detailed contingency plan shall be prepared for reopening closures to public traffic. If
required by "Beginning of Work, Time of Completion and Liquidated Damages" of these special
provisions, the contingency plan shall be submitted to the Engineer before work at the job site
begins. Otherwise, the contingency plan shall be submitted to the Engineer within one business
day of the Engineer's request.
8
LATE REOPENING OF CLOSURES
If a closure is not reopened to public traffic by the specified time, work shall be suspended in
conformance with the provisions in Section 8 -1.05, "Temporary Suspension of Work," of the
Standard Specifications. No further closures are to be made until the Engineer has accepted a
work plan, submitted by the Contractor, that will insure that future closures will be reopened to
public traffic at the specified time. The Engineer will have 2 business days to accept or reject the
Contractor's proposed work plan. The Contractor will not be entitled to compensation for the
suspension of work resulting from the late reopening of closures.
9 *. Para 9 may be included if estimated damages equal or exceed $6,000 per
hour. The District Traffic Operations Office shall calculate the damages.
The concurrence of the Regional or District Division Chief of Construction is
required when damages are included. This para may be edited to limit
damages to a specified route or location.
070727 WN **
�✓ For each 10- minute interval, or fraction thereof past the time specified to reopen the closure,
the Department will deduct the following $ per interval from moneys due or that may
become due the Contractor under the contract.
1. $2,483.00 for the Route 15 (northbound direction) for any closure
2. $4,300.00 for the Route 15 (southbound direction) for any closure
10
COMPENSATION
The Engineer shall be notified of delays in the Contractor's operations due to the following
conditions, and if, in the opinion of the Engineer, the Contractor's controlling operation is
delayed or interfered with by reason of those conditions, and the Contractor's loss due to that
delay could not have been avoided by rescheduling the affected closure or by judicious handling
of forces, equipment and plant, the delay will be considered a right of way delay and will be
compensated in conformance with the provisions in Section 8 -1.09, "Right of Way Delays," of
the Standard Specifications:
1. The Contractor's proposed Closure Schedule is denied and his planned closures are
within the time frame allowed for closures in "Maintaining Traffic" of these special
provisions, except that the Contractor will not be entitled to compensation for
amendments to the Closure Schedule that are not approved.
2. The Contractor is denied a confirmed closure.
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11
Should the Engineer direct the Contractor to remove a closure before the time designated in
the approved Closure Schedule, delay to the Contractor's schedule due to removal of the closure
will be considered a right of way delay and compensation for the delay will be determined in
conformance with the provisions in Section 8 -1.09, "Right of Way Delays," of the Standard
Specifications.
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Page 1 of 5
USE WITH 2006 STANDARDS.
Use for stationary and moving lane closures on multilane highways. Also use
on both multilane and 2 -lane, 2 -way highways for seal coat projects.
When lane closures are required on both multilane and 2 -lane, 2 -way
highways, other than seal coat projects, use SSP 12 -270 and add Para 8 of
this SSP.
When only stationary lane closures are required on multilane highways, use
SSP 12 -265.
When only stationary lane closures are required on 2 -lane, 2 -way highways
with reversible control, use SSP 12 -275.
NOTES: (1) Traffic Control System includes only those items shown on the
Standard Plans. (2) Traffic Control System is almost always a separate
contract pay item; however, Para 17 or Para 18 may be used to include
Traffic Control System in other items of work when ALL work requires lane
closures, e.g., pavement grooving, surfacing or pavement marker projects.
1. Use Paras 1 and 6 when lane closures do NOT include ramp closures.
Delete Paras 2 and 7 when Paras 1 and 6 are used.
10 -1._ TRAFFIC CONTROL SYSTEM FOR LANE CLOSURE
A traffic control system shall consist of closing traffic lanes in conformance with the details
shown on the plans, the provisions in Section 12, "Construction Area Traffic Control Devices,"
of the Standard Specifications, the provisions under "Maintaining Traffic" and "Construction
Area Signs" of these special provisions, and these special provisions.
2. Use Paras 2 and 7 when lane closures include ramp closures. Delete
Paras 1 and 6 when Paras 2 and 7 are used.
-a - - -' • • . -
Devices," of the Standard Specifications, tho provisions under "Maintaining Traffic" and
. • . .._ ". - - - . ._ . ,.,. _- , .. . .
3
The provisions in this section will not relieve the Contractor of responsibility for providing
additional devices or taking measures as may be necessary to comply with the provisions in
Section 7 -1.09, "Public Safety," of the Standard Specifications.
4
During traffic stripe operations and pavement marker placement operations using bituminous
adhesive, traffic shall be controlled, at the option of the Contractor, with either stationary or
moving lane closures. During other operations, traffic shall be controlled with stationary lane
closures. Attention is directed to the provisions in Section 84 -1.04, "Protection From Damage,"
and Section 85 -1.06, "Placement," of the Standard Specifications.
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5
If components in the traffic control system are displaced or cease to operate or function as
specified, from any cause, during the progress of the work, the Contractor shall immediately
repair the components to the original condition or replace the components and shall restore the
components to the original location.
6. Use Paras 1 and 6 when lane closures do not include ramp closures.
Delete Paras 2 and 7 when Paras 1 and 6 are used.
STATIONARY LANE CLOSURE
When lane closures are made for work periods only, at the end of each work period,
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.
If the Contractor so elects, the components may be stored at selected central locations,
designated by the Engineer within the limits of the highway right of way.
7. Use Paras 2 and 7 when lane closures include ramp closures. Delete
Paras 1 and 6 when Paras 2 and 7 are used.
070727 WN **
. • •
When lane and ramp closures are made for work periods only, at tho end of each work
period, components of the traffic control system, except portable delineators placed along open
shoulder. If the Contractor so elects, tho components may be stored at selected central locations,
designated by the Engineer within tho limits of the = - . .
8. Delete when the only closure is on a 2 -lane, 2 -way highway, seal coat
project.
Each vehicle used to place, maintain and remove components of a traffic control system on
multilane highways shall be equipped with a Type II flashing arrow sign which shall be in
operation when the vehicle is being used for placing, maintaining or removing the components.
Vehicles equipped with Type II flashing arrow sign not involved in placing, maintaining or
removing the components when operated within a stationary type lane closure shall only display
the caution display mode. The sign shall be controllable by the operator of the vehicle while the
vehicle is in motion. The flashing arrow sign shown on the plans shall not be used on the
vehicles which are doing the placing, maintaining and removing of components of a traffic
control system and shall be in place before a lane closure requiring the sign's use is completed.
9. Use when closure of multiple lanes is required on freeways and
expressways and the District requires continuous closure tapers without the
1,700 -foot non -taper section between tapers. Delete when the 1,700 -foot
non - tapered section is required.
070727 WN **
Expressways" and "Traffic Control System for Lane and Complete Closures on Freeways and
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10. Use when lane closures are to be made on freeways and expressways and
the District elects to omit the cones across closed lanes. Delete when cones
across closed lanes are required.
070727 WN **
The traffic cones shown to be placed transversely across closed traffic lanes and shoulders on
the plans entitled "Traffic Control System for Lane Closures on Freeways and Expressways" and
not be placed.
11
MOVING LANE CLOSURE
Flashing arrow signs used in moving lane closures shall be truck- mounted. Changeable
message signs used in moving lane closure operations shall conform to the provisions in
Section 12 -3.12, "Portable Changeable Message Signs," of the Standard Specifications, except
the signs shall be truck- mounted and the full operation height of the bottom of the sign may be
less than 7 feet above the ground, but should be as high as practicable.
12. Use on 2 -lane, 2 -way highway for seal coat projects.
070727 WN **
Flashing --aow signs shall be in the caution display mode when used on 2 lane, 2 way
highways
13
Truck - mounted attenuators (TMA) for use in moving lane closures shall be any of the
following approved models, or equal:
1. Hexfoam TMA Series 3000, Alpha 1000 TMA Series 1000, and Alpha 2001 TMA
Series 2001, manufactured by Energy Absorption Systems, Inc., 35 East Wacker Drive,
Suite 1100, Chicago, IL 60601:
1.1. Northern California: Traffic Control Service, Inc., 8585 Thys Court, Sacramento,
CA 95828, telephone (800) 884 -8274, FAX (916) 387 -9734
1.2. Southern California: Traffic Control Service, Inc., 1818 E. Orangethorpe,
Fullerton, CA 92831 -5324, telephone (800) 222 -8274, FAX (714) 526 -9501
2. Cal T-001 Model 2 or Model 3, manufacturer and distributor: Hexcel Corporation,
11711 Dublin Boulevard, P.O. Box 2312, Dublin, CA 94568, telephone (925) 551 -4900
3. Revco Rengard Model Nos. CAM 8 -815 and RAM 8 -815, manufacturer and distributor:
Renco Inc., 1582 Pflugerville Loop Road, P.O. Box 730, Pflugerville, TX 78660 -0730,
telephone (800) 654 -8182
14*
070727 WN **
Each TMA shall be individually identified with the manufacturer's name, address, TMA
model number, and a specific serial number. The names and numbers shall each be a minimum
1/2 inch high and located on the left (street) side at the lower front corner. The TMA shall have
a message next to the name and model number in 1/2 inch high letters which states, "The bottom
of this TMA shall be inches ± inch above the ground at all points for proper impact
performance." Any TMA which is damaged or appears to be in poor condition shall not be used
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unless recertified by the manufacturer. The Engineer shall be the sole judge as to whether used
TMAs supplied under this contract need recertification. Each unit shall be certified by the
manufacturer to meet the requirements for TMA in conformance with the standards established
by the Transportation Laboratory.
15
Approvals for new TMA designs proposed as equal to the above approved models shall be in
conformance with the procedures (including crash testing) established by the Transportation
Laboratory. For information regarding submittal of new designs for evaluation contact:
Transportation Laboratory, 5900 Folsom Boulevard, Sacramento, California 95819.
16
New TMAs proposed as equal to approved TMAs or approved TMAs determined by the
Engineer to need recertification shall not be used until approved or recertified by the
Transportation Laboratory.
17. Use only when all work requires lane closures and flaggers are shown on
lane closure plans. Delete Paras 18,19 and 20 when Para 17 is used.
070727 WN **
PAYMENT
contract items of work and no separate payment will be made therefor. Flagging costs will be
paid for as provided in Section 12 2.02, "Flagging Costs," of the Standard Specifications.
18. Use only when all work requires lane closures and flaggers are NOT
shown on applicable lane closure plans. Delete Paras 17, 19 and 20 when
Para 18 is used.
PAYMENT
Full compensation for providing the traffic control system shown on the plans (including
signs) shall be considered as included in the prices paid for the various contract items of work
and no separate payment will be made therefor.
19. Use when only portions of the work require lane closures and flaggers
are shown on applicable lane closure plans. Delete Paras 17, 18 and 20 when
Para 19 is used.
070727 WN **
PAYMEN-T
... _ _b , - . • .. - _ b- , .. , .. ,
as directed by the Engineer. Flagging costs will be paid for as provided in Section 12 2.02,
" mo ," .. . . .., . .. . .
20. Use when only portions of the work require lane closures and flaggers
are not shown on applicable lane closure plans. Delete Paras 17, 18 and 19
when Para 20 is used.
070727 WN **
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PAYMENT
doing all the work involved in placing, removing, storing, maintaining, moving to new locations,
• - b .. . .. • . - - . • . . . . - . ., ,
Engineer.
21. Use only with Para 19 or Para 20.
070727 WN **
ordered by the Engineer and will be made on the basis of the cost of the increased or decreased
• "_ - • . n -- . • -
22
Traffic control system required by work which is classed as extra work, as provided in
Section 4 -1.03D of the Standard Specifications, will be paid for as a part of the extra work.
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Page 1 of 3
USE WITH 2006 STANDARDS.
Use for lane closures on multilane highways without moving lane closures.
When lane closures are required on both multilane and 2 -lane, 2 -way
highways, use SSP 12 -275 and add Para 4 of this SSP, except on seal coat
projects.
NOTES: (1) Traffic Control System includes only those items shown on the
Standard Plans. (2) Traffic Control System is almost always a separate
contract item; however, Para 10 or Para 11 may be used to include Traffic
Control System in other items of work when ALL work requires lane
closures, e.g., pavement grooving, surfacing or pavement marker projects.
1. Use Paras 1 and 8 when lane closures do NOT include ramp closures.
Delete Paras 2 and 9 when Paras 1 and 8 are used.
10 -1. TRAFFIC CONTROL SYSTEM FOR LANE CLOSURE
A traffic control system shall consist of closing traffic lanes in conformance with the details
shown on the plans, the provisions in Section 12, "Construction Area Traffic Control Devices,"
�^* of the Standard Specifications, the provisions under "Maintaining Traffic" and "Construction
r Area Signs" of these special provisions, and these special provisions.
2. Use Paras 2 and 9 when lane closures include ramp closures. Delete
Paras 1 and 8 when Paras 2 and 9 are used.
070727 WN **
A traffic control system shall consist of closing traffic lanes and ramps in conformance with •
- -- - - -., , - - - -- - - - '• -• • -
Devices," of the Standard Specifications, the provisions under "Maintaining Traffic" and
"Construction Arca Signs" of those special provisions, and these special provisions.
3
The provisions in this section will not relieve the Contractor from the responsibility to
provide additional devices or take measures as may be necessary to comply with the provisions
in Section 7 -1.09, "Public Safety," of the Standard Specifications.
4
Each vehicle used to place, maintain and remove components of a traffic control system on
multilane highways shall be equipped with a Type II flashing arrow sign which shall be in
operation when the vehicle is being used for placing, maintaining or removing components.
Vehicles equipped with Type II flashing arrow sign not involved in placing, maintaining or
removing components when operated within a stationary lane closure shall only display the
caution display mode. The sign shall be controllable by the operator of the vehicle while the
vehicle is in motion. The flashing arrow sign shown on the plans shall not be used on vehicles
which are being used to place, maintain and remove components of a traffic control system and
shall be in place before a lane closure requiring its use is completed.
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5. Use when closure of multiple lanes is required on freeways and
expressways and the District wants to require continuous closure tapers
without the 1,700 -foot non -taper section between tapers. Delete when the
1,700 -foot non - tapered section is required.
The 1,700 -foot section of lane closure, shown along lane lines between the 1,000 -foot lane
closure tapers on the plans entitled "Traffic Control System for Lane Closures on Freeways and
Expressways" and "Traffic Control System for Lane and Complete Closures on Freeways and
Expressways" shall not be used.
6. Use when lane closures are to be made on freeways and expressways and
the District wants to omit the cones across closed lanes. Delete when cones
across closed lanes are required.
The traffic cones shown to be placed transversely across closed traffic lanes and shoulders on
the plans entitled "Traffic Control System for Lane Closures on Freeways and Expressways" and
"Traffic Control System for Lane and Complete Closures on Freeways and Expressways" shall
not be placed.
7
If components in the traffic control system are displaced or cease to operate or function as
specified, from any cause, during the progress of the work, the Contractor shall immediately
repair the components to the original condition or replace the components and shall restore the
components to the original location.
8. Use Paras 1 and 8 when lane closures do not include ramp closures.
Delete Paras 2 and 9 when Paras 1 and 8 are used.
When lane closures are made for work periods only, at the end of each work period,
�✓ 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.
If the Contractor so elects, the components may be stored at selected central locations designated
by the Engineer within the limits of the highway right of way.
9. Use Paras 2 and 9 when lane closures include ramp closures. Delete
Paras 1 and 8 when Paras 2 and 9 are used.
070727 WN **
When lane and ramp closures are made for work periods only, at the end of each work
period, componcnts of thc traffic control system, except portable delineators placed along open
trenches or excavation adjacent to the traveled way, shall be removed from thc traveled way and
. . - . s, the components may bc stored at selected central locations
10. Use only when all work requires lane closures and flaggers are shown on
lane closure plans. Delete Paras 11, 12 and 13 when Para 10 is used.
070727 WN **
- . _ - . . • . .- ..
various items of work and no separate payment will bc made therefor. Flagging costs will be
paid for as provided in Section 12 2.02, "Flagging Costs," of thc Standard Specifications.
11. Use only when all work requires lane closures and flaggers are NOT
�+ shown on lane closure plans. Delete Paras 10, 12 and 13 when Para 11 is
used.
070727 WN **
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•
sins) shall be considered as included in thc contract prices paid for the various itcms of work
12. Use when only portions of the work require lane closures and flaggers
are shown on lane closure plans. Delete Paras 10, 11 and 13 when Para 12 is
used.
070727 WN **
The contract lump sum price paid for traffic control system shall include full compensation
. , .. . .. _ • • - .. 2, • . � - b . . b±
_ . . • .. , . • -, . . . .. - - ..
provisions, and as directed by thc Engineer. Flagging costs will bo paid for as provided in
13. Use when only portions of the work require lane closures and flaggers
are NOT shown on lane closure plans. Delete Paras 10, 11 and 12 when
Para 13 is used.
The contract lump sum price paid for traffic control system shall include full compensation
for furnishing all labor, materials (including signs), tools, equipment, and incidentals, and for
doing all the work involved in placing, removing, storing, maintaining, moving to new locations,
replacing, and disposing of the components of the traffic control system shown on the plans, as
specified in the Standard Specifications and these special provisions, and as directed by the
Engineer.
14. Use only with Para 12 or Para 13.
The adjustment provisions in Section 4 -1.03, "Changes," of the Standard Specifications shall
not apply to the item of traffic control system. Adjustments in compensation for traffic control
system will be made only for increased or decreased traffic control system required by changes
ordered by the Engineer and will be made on the basis of the cost of the increased or decreased
traffic control necessary. The adjustment will be made on a force account basis as provided in
Section 9 -1.03, "Force Account Payment," of the Standard Specifications for increased work and
estimated on the same basis in the case of decreased work.
15. Include funds in the Engineer's Estimate under Supplemental Work for
traffic control system.
Traffic control system required by work which is classed as extra work, as provided in
Section 4 -1.03D of the Standard Specifications, will be paid for as a part of the extra work.
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Page 1 of 3
USE WITH 2006 STANDARDS.
Use for 2 -lane, 2 -way highway lane closure without moving lane closure. Use
SSP 12 -260 for Seal Coat projects.
When multilane highway lane closures are also required in addition to
reversible control, add Para 8 of SSP 12 -260 after Para 4 of this SSP. NOTE:
When Para 8 is added, edit appropriately by prefacing applicable
paragraphs with "On 2 -lane, 2 -way roadways" or "On multilane roadways"
where required.
NOTES: (1) Traffic Control System includes only those items shown on the
Standard Plan. (2) Traffic Control System is almost always a separate
contract item; however, Para 10 may be used to include Traffic Control
System in other items of work when ALL work requires lane closures, e.g.,
pavement grooving, surfacing or pavement marker projects.
10 -1. TRAFFIC CONTROL SYSTEM FOR LANE CLOSURE ON DUNCAN
CANYON ROAD
A traffic control system shall consist of closing traffic lanes in conformance with the details
shown on the plans, the provisions in Section 12, "Construction Area Traffic Control Devices,"
of the Standard Specifications, the provisions under "Maintaining Traffic" and "Construction
Area Signs" of these special provisions, and these special provisions.
2
The provisions in this section will not relieve the Contractor from the responsibility to
provide additional devices or take measures as may be necessary to comply with the provisions
in Section 7 -1.09, "Public Safety," of the Standard Specifications.
3
If components in the traffic control system are displaced or cease to operate or function as
specified, from any cause, during the progress of the work, the Contractor shall immediately
repair the components to the original condition or replace the components and shall restore the
components to the original location.
4
When lane closures are made for work periods only, at the end of each work period,
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.
If the Contractor so elects, the components may be stored at selected central locations designated
by the Engineer within the limits of the highway right of way.
5. Insert Para 8 of SSP 12 -260 ahead of this Para 5 when lane closures are
also required on multilane highways. Para 9 & Para 10 of SSP 12 -260 may
also be included when appropriate.
One -way traffic shall be controlled through the project in conformance with the plan entitled
"Traffic Control System for Lane Closure on Two Lane Conventional Highways" and these
special provisions.
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6. Use when it is known that additional "advance flaggers" will be required.
Additional advance flaggers will be required.
7. Use when traffic will be carried through grading (unpaved) areas.
When traffic is under one -way control on unpaved areas, the cones shown along the
centerline on the plans need not be placed.
8. Use Para 8 when use of pilot car is not mandatory. Delete Para 9 when
Para 8 is used.
Utilizing a pilot car will be at the option of the Contractor. If the Contractor elects to use a
pilot car, the cones shown along the centerline on the plan need not be placed. The pilot car shall
have radio contact with personnel in the work area. The maximum speed of the pilot car through
the traffic control zone shall be 25 miles per hour.
9. Use Para 9 when use of pilot car is mandatory. Delete Para 8 when Para 9
is used.
070727 WN **
The Contractor shall utilize a pilot car. The cones shown along the centerline on the plan
need not be placed. The pilot car shall have radio contact with personnel in the work area. The
maximum speed of the pilot car through the traffic control zone shall bc 25 miles per hour.
10. Use only when all work requires lane closures and flaggers are shown on
the lane closure plan. Delete Para 10 when Para 11 is used.
070727 WN **
Except for flagging costs, full compensation for providing the traffic control system shown
on the plans (including signs) and for furnishing and operating the pilot car (including driver,
paid for the various items of work and no separate payment will bc made therefor. Flagging
costs will bc paid for as provided in Section 12 2.02, "Flagging Costs," of the Standard
gp° ifieationc.
11. Use when only portions of the work require lane closures and flaggers
are shown on the lane closure plans. Delete Para 10 when Para 11 is used.
The contract lump sum price paid for traffic control system shall include full compensation
for furnishing all labor (except for flagging costs), materials (including signs), tools, equipment,
and incidentals, and for doing all the work involved in placing, removing, storing, maintaining,
moving to new locations, replacing, and disposing of the components of the traffic control
system and for furnishing and operating the pilot car, (including driver, radios, other equipment,
and labor required), as shown on the plans, as specified in the Standard Specifications and these
special provisions, and as directed by the Engineer. Flagging costs will be paid for as provided
in Section 12 -2.02, "Flagging Costs," of the Standard Specifications.
12. Use Para 12 only with Para 11.
The adjustment provisions in Section 4 -1.03, "Changes," of the Standard Specifications shall
not apply to the item of traffic control system. Adjustments in compensation for traffic control
system will be made only for increased or decreased traffic control system required by changes
ordered by the Engineer and will be made on the basis of the cost of the increased or decreased
traffic control necessary. The adjustment will be made on a force account basis as provided in
Section 9 -1.03, "Force Account Payment," of the Standard Specifications for increased work and
estimated on the same basis in the case of decreased work.
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13. Include funds in the Engineer's Estimate under Supplemental Work for
traffic control system.
070727 WN **
Traffic control systcm required by work which is classod as cxtra work, as providcd in
Section 4 1.03D of the Standard Specifications, will be paid for as a part of the extra work.
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Page 1 of 6
USE WITH 2006 STANDARDS.
Use when existing pavement delineation will be obliterated on lanes opened
to public traffic and temporary pavement delineation will be in place longer
than 14 days but less than 6 months.
NOTE: Use permanent delineation SSPs and contract items for temporary
pavement delineation locations to be in place longer than 6 months. Provide
for removal by separate contract item when removal is required.
Temporary pavement markers used in addition to temporary traffic stripe
must be shown on the plans.
10 -1. TEMPORARY PAVEMENT DELINEATION
Temporary pavement delineation shall be furnished, placed, maintained, and removed in
conformance with the provisions in Section 12 -3.01, "General," of the Standard Specifications
and these special provisions. Nothing in these special provisions shall be construed as reducing
the minimum standards specified in the California MUTCD or as relieving the Contractor from
the responsibilities specified in Section 7 -1.09, "Public Safety," of the Standard Specifications.
2. Use either Para 2 or Para 3. Use Para 2 when multilane roadway edgeline
will be obliterated. Use Para 3 when NO multilane roadway edgeline will be
obliterated.
GENERAL
070727 WN **
When the work causes obliteration of pavement delineation, temporary or permanent
pavement delineation shall be in place before opening the traveled way to public traffic.
Laneline or centerline pavement delineation shall be provided for traveled ways open to public
traffic. On multilane roadways (freeways and —expre ways) edgeline delineation shall be
provided for traveled ways open to public traffic.
3
070727 WN **
GENERAL
When thc work causes obliteration of pavement delineation, temporary or permanent
pavement delineation shall be in place before opening thc traveled way to public traffic.
traffic.
4
The Contractor shall perform the work necessary to establish the alignment of temporary
pavement delineation, including required lines or markers. Surfaces to receive application of
paint or removable traffic tape 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
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maintained until superseded or replaced with a new pattern of temporary pavement delineation or
permanent pavement delineation, or as determined by the Engineer.
5
Temporary pavement markers, including underlying adhesive, and removable traffic tape that
are applied to the final layer of surfacing or existing pavement to remain in place or that conflicts
with a subsequent or new traffic pattern for the area shall be removed when no longer required
for the direction of public traffic, as determined by the Engineer.
6
TEMPORARY LANELINE AND CENTERLINE DELINEATION
When lanelines or centerlines are obliterated and temporary pavement delineation to replace
the lines is not shown on the plans, the minimum laneline and centerline delineation to be
provided for that area shall be temporary pavement markers placed at longitudinal intervals of
not more than 24 feet. The temporary pavement markers shall be the same color as the laneline
or centerline the pavement markers replace. Temporary pavement markers shall be, at the option
of the Contractor, one of the temporary pavement markers listed for short term day /night use
(14 days or less) or long term day /night use (6 months or less) in "Prequalified and Tested
Signing and Delineation Materials" of these special provisions. The temporary pavement
markers shall be placed in conformance with the manufacturer's instructions. Temporary
pavement markers for long term day /night use (6 months or less) shall be cemented to the
surfacing with the adhesive recommended by the manufacturer, except epoxy adhesive shall not
be used to place the temporary pavement markers in areas where removal of the temporary
pavement markers will be required.
7
Temporary laneline or centerline delineation consisting entirely of temporary pavement
markers listed for short term day /night use (14 days or less), shall be placed on longitudinal
intervals of not more than 24 feet and shall be used for a maximum of 14 days on lanes opened to
public traffic. Before the end of the 14 days the permanent pavement delineation shall be placed.
If the permanent pavement delineation is not placed within the 14 days, the Contractor shall
replace the temporary pavement markers and provide additional temporary pavement delineation
and shall bear the cost thereof. The additional temporary pavement delineation to be provided
shall be equivalent to the pattern specified for the permanent pavement delineation for the area,
as determined by the Engineer.
8. Use only when "no passing" centerline pavement delineation will be
obliterated. Delete when not applicable to the project.
070727 WN **
Where "no passing" centerline pavement dclin ation is obliterated, the following "no
passing" zone signing shall be installed before opening the lanes to public traffic. W20 1 (ROAD
WORK—AHEAD)—signs shall be installed from 1,000 feet to 2,000 feet in advance of "no
. -.,. - - .. .. . e ... - ., .
2,000 foot interval within "no passing" zones. For continuous zones longer than 2 miles, W7 3a
i. -
advance of "no passing" zones. RI 2 (PASS WITH CARE) signs shall be installed at the end of
" , .. • " ; - . _ - . . - : f "no passing" zone signing will be as determined by
th Engineer- and shall be maintained in place until permanent "no passing" centerline pavement
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payment,
9. Use Paras 9, 10, 11, 12 and 13 when edgeline on multilane roadways will
be obliterated.
070727 WN **
TEMPORARY EDGELINE DELINEATION
On multilane roadways (freeways and expressways), when edgelines are obliterated and
temporary pavement delineation to replace those edgelines is not shown on the plans, the
edgeline delineation to be provided for those areas adjacent to lanes open to public traffic shall
be as follows:
1. Temporary pavement delineation for right edgelines shall, at the option of the Contractor,
consist of either a solid 4 -inch wide traffic stripe tape of the same color as the stripe it
replaces, traffic cones, portable delineators or channelizers placed at longitudinal
intervals not to exceed 100 feet.
2. Temporary pavement delineation for left edgelines shall, at the option of the Contractor,
consist of either solid 4 -inch wide traffic stripe tape of the same color as the stripe it
replaces, traffic cones, portable delineators or channelizers placed at longitudinal
intervals not to exceed 100 feet or temporary pavement markers placed at longitudinal
intervals of not more than 6 feet.
10
Where removal of the 4 -inch wide traffic stripe will not be required, painted traffic stripe
conforming to the provisions of "Temporary Traffic Stripe (Paint)" of these special provisions
may be used.
11
The lateral offset for traffic cones, portable delineators or channelizers used for temporary
edgeline delineation shall be as determined by the Engineer. If traffic cones or portable
delineators are used as temporary pavement delineation for edgelines, the Contractor shall
provide personnel to remain at the project site to maintain the cones or delineators during the
hours of the day that the portable delineators are in use.
12
Channelizers used for temporary edgeline delineation shall be the surface mounted type and
shall be orange in color. Channelizer bases shall be cemented to the pavement in the same
manner provided for cementing pavement markers to pavement in "Pavement Markers" of these
special provisions, except epoxy adhesive shall not be used to place channelizers on the top layer
of pavement. Channelizers shall be, at the Contractor's option, one of the surface mount types
(36 inch) listed in "Prequalified and Tested Signing and Delineation Materials" of these special
provisions.
13
Temporary edgeline delineation shall be removed when no longer required for the direction
of public traffic as determined by the Engineer.
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14. Use with Para 10, 15 and 16 when there is an item for temporary traffic
stripe (tape).
070727 WN **
„ e • . .
The temporary traffic stripe tape shall bc complete in place at thc location shown before
opening the traveled way to public traffic.
Removable traffic stripe tape shall be the temporary removable traffic stripc tape as listed in
it . „ • •
Removable traffic stripe tape shall be applied in conformance with the manufacturer's
complctc contact with thc pavement surface. Traffic stripc tape shall be applied straight on
tangent alignment and on a true arc on curved alignment. Traffic stripe tape shall not be applied
used are approved by thc Engineer, before beginning installation of the tape.
17. Use Paras 17 and 18 when there is an item for temporary traffic stripe
(paint); SSP 84 -100 must be included.
TEMPORARY TRAFFIC STRIPE (PAINT)
The painted temporary traffic stripe shall be complete in place at the location shown before
opening the traveled way to public traffic. Removal of painted temporary traffic stripe will not
be required.
18 *. If there is a section for "Paint Traffic Stripe and Pavement Marking,"
delete reference to Section 84 -3; otherwise, delete " 'Paint Traffic Stripe and
Pavement Marking' of these special provisions ".
070727 WN **
Temporary painted traffic stripe shall conform to the provisions in "Paint Traffic Stripe and
Pavement Marking" of these special provisions, Section 81 3, "Painted Traffic Stripes and
Pavement Markings," of the Standard Specifications, except for payment. At the option of
the Contractor, either one or 2 coats shall be applied regardless of whether on new or existing
pavement.
19. Use with Para 20 when there is an item for temporary pavement
marking (tape) in the project.
070727 WN **
complctc in place at thc location shown, bcforc opening thc traveled way to public traffic.
20
Removable pavement marking tape shall bc the temporary removable type pavement
•
special provisions and shall be applied and removed in conformance with the provisions
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21. Use Paras 21, 22 and 23 when there is an item for temporary pavement
marking (paint) in the project. SSP 84 -100 must be included.
TEMPORARY PAVEMENT MARKING (PAINT)
Temporary pavement marking consisting of painted pavement marking shall be applied and
maintained at the locations shown on the plans. The painted temporary pavement marking shall
be complete in place at the location shown before opening the traveled way to public traffic.
Removal of painted temporary pavement marking will not be required.
22
Temporary painted pavement marking shall conform to the provisions in "Paint Traffic Stripe
and Pavement Marking" of these special provisions, except for payment. At the option of the
Contractor, either one or 2 coats shall be applied regardless whether on new or existing
pavement.
23
At the Contractor's option, temporary removable pavement marking tape or permanent
pavement marking tape listed in "Prequalified and Tested Signing and Delineation Materials" of
these special provisions may be used instead of painted temporary pavement markings. When
pavement marking tape is used, regardless of which type of tape is placed, the tape will be
measured and paid for by the linear foot as temporary pavement marking (paint).
24. Use with Paras 25, 26 and 27 only when there is an item for temporary
pavement markers included in the project.
TEMPORARY PAVEMENT MARKERS
Temporary pavement markers shall be applied complete in place before opening the traveled
way to public traffic.
25
Temporary pavement markers shall be, at the option of the Contractor, one of the temporary
pavement markers for long term day /night use (6 months or less) listed in "Prequalified and
Tested Signing and Delineation Materials" of these special provisions.
26
Temporary pavement markers shall be placed in conformance with the manufacturer's
instructions and shall be cemented to the surfacing with the adhesive recommended by the
manufacturer, except epoxy adhesive shall not be used in areas where removal of the pavement
markers will be required.
27 *. If there is a section "Pavement Markers," delete reference to
Section 85; otherwise delete " 'Pavement Markers,' of these special
provisions ".
070727 WN **
Retroreflective pavement markers conforming to the provisions in "Pavement Markers" of
these special provisions Scction 85, "Pavement Markers," of the Standard Spccifcations
may be used in place of temporary pavement markers for long term day /night use (6 months or
less) except to simulate patterns of broken traffic stripe. Placement of the retroreflective
pavement markers used for temporary pavement markers shall conform to the provisions in
"Pavement Markers" of these special provisions except the waiting period provisions before
placing the pavement markers on new asphalt concrete surfacing as specified in Section 85 -1.06,
"Placement," of the Standard Specifications shall not apply and epoxy adhesive shall not be used
to place pavement markers in areas where removal of the pavement markers will be required.
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28. Edit Paras 28, 29, 30 and 31 to correspond with the items and details
shown on the plans.
MEASUREMENT AND PAYMENT
Temporary traffic stripe and temporary pavement marking shown on the plans will be
measured and paid for in the same manner specified for paint traffic stripe and paint pavement
marking in Section 84 -3.06, "Measurement," and Section 84 -3.07, "Payment," of the Standard
Specifications.
29
Temporary pavement markers shown on the plans will be measured and paid for by the unit
in the same manner specified for retroreflective pavement markers in Section 85 -1.08,
"Measurement," and Section 85 -1.09, "Payment," of the Standard Specifications.
30. Delete references to "no passing" zone signing when Para 8 is deleted.
070727 WN **
Full compensation for furnishing, placing, maintaining, and removing the temporary
pavement markers (including underlying adhesive, layout (dribble) lines to establish alignment
of temporary pavement markers or used for temporary laneline and centerline delineation and
signing specified for "no passing" zones) for those areas where temporary laneline and centerline
delineation is not shown on the plans and for providing equivalent patterns of permanent traffic
lines for those areas when required, shall be considered as included in the contract prices paid for
the items of work that obliterated the laneline and centerline pavement delineation and no
separate payment will be made therefor.
31
Full compensation for furnishing, placing, maintaining, and removing temporary edgeline
delineation not shown on the plans shall be considered as included in the contract prices paid for
the items of work that obliterated the edgeline pavement delineation and no separate payment
will be made therefor. The quantity of channelizers used as temporary edgeline delineation will
not be included in the quantity of channelizer (surface mounted) to be paid for.
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USE WITH 2006 STANDARDS.
Use when applicable.
10 -1. PORTABLE FLASHING BEACON
Portable flashing beacons conforming to the provisions in Section 12, "Construction Area
Traffic Control Devices," of the Standard Specifications shall be furnished, placed and
maintained at the locations shown on the plans or where designated by the Engineer.
2
If flashing beacons are displaced or are not in an upright position from any cause, during the
progress of the work, the Contractor shall immediately repair and repaint or replace the flashing
beacons in their original locations.
3. Use when all locations are NOT shown on the plans. Include funds in the
Engineer's Estimate under Supplemental Work for moving portable flashing
beacons.
After initial placement, if flashing beacons are moved from location to location as ordered by
the Engineer, the cost of the moves will be paid for as extra work as provided in Section 4 -1.03D
of the Standard Specifications.
4. Use when ALL locations are shown on the plans.
070727 WN **
central locations designated by the Engineer within tho limits of the highway right of way. Full
- . • .. ' • •, -moving and storing flashing b aeon units daily as thc work
progresses shall be considcrcd as included in thc contract unit price paid for flashing beacon
5
070727 WN **
determined from actual count in place at the locations shown on the plans or at othcr locations
designated by thc Engineer. Each flashing bcacon will be counted once at each location shown
on thc plans or at othcr locations determined by thc Engineer. Repaired or replacement portable
b. - - • - • . . - ... .,
.. .. . .- �,, - . - . - .. . . . . • . .
• • - - - . - - ., - - .. - - - .
6
070727 WN **
Specifications and these special provisions, and as directed by the Engineer.
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Full compensation for furnishing, installing, maintaining, and removing flashing beacon
(portable) shall be considered as included in the contract lump sum price for Traffic Control
System and no separate payment will be made therefor.
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USE WITH 2006 STANDARDS.
Use when required. Portable changeable message signs shall remain the
property of the Contractor when no longer required.
10 -1. PORTABLE CHANGEABLE MESSAGE SIGN
Portable changeable message signs shall be furnished, placed, operated, and maintained at
locations shown on the plans or where designated by the Engineer and shall conform to the
provisions in Section 12, "Construction Area Traffic Control Devices," of the Standard
Specifications and these special provisions. Messages displayed on the portable changeable
message signs shall be as specified on the plans and shall conform to Section 12 -3.12 "Portable
Changeable Message Signs," of the Standard Specifications and "Maintaining Traffic" of these
special provisions."
2. Use when Portable changeable messages signs are required for lane
closures but not shown on the plans
A portable changeable message sign shall be placed in advance of the first warning sign for
each stationary lane closure.
3. Use when Portable changeable messages signs are required for ramp
• closures
A portable changeable message sign shall be placed before and during ramp and connector
closures.
4. Use when Portable changeable messages signs are required for speed zone
reductions
A portable changeable message sign shall be placed during speed zone reductions. When
used in conjunction with a lane closure, use one portable changeable message sign, with both the
speed zone reduction and the lane closure messages.
5. Use when Portable changeable messages signs are to be paid for on a lump
sum basis
070727 WN **
as directed by the Engineer.
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USE WITH 2006 STANDARDS.
Use when there is a contract item for Temporary Railing (Type K).
10 -1. TEMPORARY RAILING
Temporary railing (Type K) shall be placed as shown on the plans, as specified in the
Standard Specifications or these special provisions or where ordered by the Engineer and shall
conform to the provisions in Section 12, "Construction Area Traffic Control Devices," of the
Standard Specifications and these special provisions.
2
Reflectors on temporary railing (Type K) shall conform to the provisions in "Prequalified and
Tested Signing and Delineation Materials" of these special provisions.
3
Attention is directed to "Public Safety" and "Order of Work" of these special provisions.
4
Temporary railing (Type K) placed in conformance with the provisions in "Public Safety" of
these special provisions will be neither measured nor paid for.
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USE WITH 2006 STANDARDS.
Use when applicable.
10 -1._ CHANNELIZER
Channelizers shall conform to the provisions in Section 12, "Construction Area Traffic
Control Devices," of the Standard Specifications and these special provisions.
2
Channelizers shall conform to the provisions in "Prequalified and Tested Signing and
Delineation Materials" of these special provisions.
3. Include when channelizers are to be left in place at the completion of the
project.
070727 WN **
det ine b. the-Engincer. In addition to the contract unit price paid for channclizer (surface
mounted), the cost of leaving the channelizers in place will be paid for at the contract unit price
for channclizer (surfacc mounted) (left in place).
4. Delete "except channelizers to be left in place" when Para 3 is NOT
included.
070727 WN **
When no longer required for the work as determined by the Engineer, channelizers (except
channelizors to be left in place) and underlying adhesive used to cement the channelizer bases to
the pavement shall be removed. Removed channelizers and adhesive shall become the property
of the Contractor and shall be removed from the site of work.
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USE WITH 2006 STANDARDS.
Use when temporary traffic screen is included in the project as a "Gawk"
screen and is not on railing separating opposing traffic.
10 -1. TEMPORARY TRAFFIC SCREEN
Temporary traffic screen shall be furnished, installed, and maintained on top of temporary
railing (Type K) at the locations designated on the plans, specified in the special provisions or
directed by the Engineer and shall conform to the provisions specified for traffic handling
equipment and devices in Section 12, "Construction Area Traffic Control Devices," of the
Standard Specifications and these special provisions.
2
Temporary traffic screen panels shall be new or used CDX Grade, or better, plywood or
weather resistant strandboard mounted and anchored on temporary railing (Type K). Wale
boards shall be new or used Douglas fir, rough sawn, Construction Grade, or better. Pipe screen
supports shall be new or used galvanized steel pipe, Schedule 40. Nuts, bolts, and washers shall
be cadmium plated. Screws shall be black or cadmium plated flat head, cross slotted screws with
full thread length.
3
When no longer required, as determined by the Engineer, temporary traffic screen shall be
removed from the site of the work and shall become the property of the Contractor.
4
Temporary traffic screen will be measured by the linear foot from actual measurements along
the line of the completed temporary traffic screen, at each location designated on the plans,
specified or directed by the Engineer. If the Engineer orders a lateral move of temporary railing,
with temporary traffic screen attached, and the repositioning is not shown on the plans, moving
the temporary traffic screen will be paid for as part of the extra work for moving the temporary
railing as specified in Section 12 -4.01, "Measurement and Payment," of the Standard
Specifications. Temporary traffic screen placed in excess of the length shown, specified or
directed by the Engineer will not be paid for.
5
The contract price paid per linear foot for temporary traffic screen shall include full
compensation for furnishing all labor, materials (including anchoring systems), tools, equipment,
and incidentals, and for doing all the work involved in installing, maintaining, and removing the
temporary traffic screen, complete in place, as shown on the plans, as specified in the Standard
Specifications and these special provisions, and as directed by the Engineer.
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USE WITH 2006 STANDARDS.
Use in ALL projects
10 -1. TEMPORARY CRASH CUSHION MODULE
This work shall consist of furnishing, installing, and maintaining sand filled temporary crash
cushion modules in groupings or arrays at each location shown on the plans, as specified in these
special provisions or where designated by the Engineer. The grouping or array of sand filled
modules shall form a complete sand filled temporary crash cushion in conformance with the
details shown on the plans and these special provisions.
2. Add other references which apply and delete references which do not
apply.
Attention is directed to "Public Safety ", "Order of Work ", and "Temporary Railing" of these
special provisions.
3
Whenever the work or the Contractor's operations establishes a fixed obstacle, the exposed
fixed obstacle shall be protected with a sand filled temporary crash cushion. The sand filled
temporary crash cushion shall be in place prior to opening the lanes adjacent to the fixed obstacle
to public traffic.
4
Sand filled temporary crash cushions shall be maintained in place at each location, including
times when work is not actively in progress. Sand filled temporary crash cushions may be
removed during a work period for access to the work provided that the exposed fixed obstacle is
15 feet or more from a lane carrying public traffic and the temporary crash cushion is reset to
protect the obstacle prior to the end of the work period in which the fixed obstacle was exposed.
When no longer required, as determined by the Engineer, sand filled temporary crash cushions
shall be removed from the site of the work.
5
At the Contractor's option, the modules for use in sand filled temporary crash cushions shall
be either Energite III Inertial Modules, Fitch Inertial Modules or TrafFix Sand Barrels
manufactured after March 31, 1997, or equal:
1. Energite III and Fitch Inertial Modules, manufactured by Energy Absorption Systems,
Inc., 35 East Wacker Drive, Suite 1100, Chicago, IL 60601:
1.1. Northern California: Traffic Control Service, Inc., 8585 Thys Court, Sacramento,
CA 95828, telephone (800) 884 -8274, FAX (916) 387 -9734
1.2. Southern California: Traffic Control Service, Inc., 1818 E. Orangethorpe,
Fullerton, CA 92831 -5324, telephone (800) 222 -8274, FAX (714) 526 -9501
2. TrafFix Sand Barrels, manufactured by TrafFix Devices, Inc., 220 Calle Pintoresco, San
Clemente, CA 92672, telephone (949) 361 -5663, FAX (949) 361 -9205
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2.1. Northern California: United Rentals, Inc., 1533 Berger Drive, San Jose, CA
95112, telephone (408) 287 -4303, FAX (408) 287 -1929
2.2. Southern California: Statewide Safety & Sign, Inc., P.O. Box 1440, Pismo Beach,
CA 93448, telephone (800) 559 -7080, FAX (805) 929 -5786
6. Do not change the color to be specified.
Modules contained in each temporary crash cushion shall be of the same type at each
location. The color of the modules shall be the standard yellow color, as furnished by the
vendor, with black lids. The modules shall exhibit good workmanship free from structural flaws
and objectionable surface defects. The modules need not be new. Good used undamaged
modules conforming to color and quality of the types specified herein may be utilized. If used
Fitch modules requiring a seal are furnished, the top edge of the seal shall be securely fastened to
the wall of the module by a continuous strip of heavy duty tape.
7
Modules shall be filled with sand in conformance with the manufacturer's directions, and to
the sand capacity in pounds for each module shown on the plans. Sand for filling the modules
shall be clean washed concrete sand of commercial quality. At the time of placing in the
modules, the sand shall contain not more than 7 percent water as determined by California Test
226.
8
Modules damaged due to the Contractor's operations shall be repaired immediately by the
Contractor at the Contractor's expense. Modules damaged beyond repair, as determined by the
Engineer, due to the Contractor's operations shall be removed and replaced by the Contractor at
the Contractor's expense.
9
Temporary crash cushion modules shall be placed on movable pallets or frames conforming
to the dimensions shown on the plans. The pallets or frames shall provide a full bearing base
beneath the modules. The modules and supporting pallets or frames shall not be moved by
sliding or skidding along the pavement or bridge deck.
10
A Type R or P marker panel shall be attached to the front of the crash cushion as shown on
the plans, when the closest point of the crash cushion array is within 12 feet of the traveled way.
The marker panel, when required, shall be firmly fastened to the crash cushion with commercial
quality hardware or by other methods determined by the Engineer.
11
At the completion of the project, temporary crash cushion modules, sand filling, pallets or
frames, and marker panels shall become the property of the Contractor and shall be removed
from the site of the work. Temporary crash cushion modules shall not be installed in the
permanent work.
Use either Para 12 or Paras 13,14,15 and 16.
12. Use when temporary crash cushions are not required by the work shown
on the project plans and the only temporary crash cushions will be those
required by "Public Safety ".
070727 WN **
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Use Paras 13, 14, 15 and 16 when items of work shown on the project plans
require temporary crash cushions AND include a contract item.
13
Temporary crash cushion modules will be measured by the unit as determined from the
actual count of modules used in the work or ordered by the Engineer at each location.
Temporary crash cushion modules placed in conformance with the provisions in "Public Safety"
of these special provisions and modules placed in excess of the number specified or shown will
not be measured nor paid for.
14
Repairing modules damaged by public traffic will be paid for as extra work as provided in
Section 4 -1.03D of the Standard Specifications. Modules damaged beyond repair by public
traffic, when ordered by the Engineer, shall be removed and replaced immediately by the
Contractor. Modules replaced due to damage by public traffic will be measured and paid for as
temporary crash cushion module.
15
If the Engineer orders a lateral move of the sand filled temporary crash cushions and the
repositioning is not shown on the plans, moving the sand filled temporary crash cushion will be
paid for as extra work as provided in Section 4 -1.03D of the Standard Specifications and these
temporary crash cushion modules will not be counted for payment in the new position.
16
The contract unit price paid for temporary crash cushion module shall include full
compensation for furnishing all labor, materials (including sand, pallets or frames and marker
panels), tools, equipment, and incidentals, and for doing all the work involved in furnishing,
installing, maintaining, moving, and resetting during a work period for access to the work, and
removing from the site of the work when no longer required (including those damaged by public
traffic) sand filled temporary crash cushion modules, complete in place, as shown on the plans,
as specified in the Standard Specifications and these special provisions, and as directed by the
Engineer.
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USE WITH 2006 STANDARDS.
Use when existing highway facilities are involved.
Add applicable 15 -XXX SSPs and special features which apply to the
particular project.
Include Paras 2 & 3 when material from existing facilities is to be salvaged.
If salvaged material is to be delivered to a different location, edit Paras 2 & 3
accordingly.
10 -1. EXISTING HIGHWAY FACILITIES
The work performed in connection with various existing highway facilities shall conform to
the provisions in Section 15, "Existing Highway Facilities," of the Standard Specifications and
these special provisions.
2 *. Add location of District/Regional Recycle Center. Edit for type of center.
070727 WN **
Except as otherwise provided for damaged materials in Section 15 -2.04, "Salvage," of the
Standard Specifications, the materials to be salvaged shall remain the property of the State, and
shall be cleaned, packaged, bundled, tagged, and hauled to the District Regional Recycle
Center at 451 W. Slover Avenue, Bloomington, CA 92316 and stockpiled as instructed by the
District Regional Recycling Coordinator.
3 *. Add telephone number for District/Regional Recycle Coordinator. Edit
for type of Coordinator.
070727 WN **
The Contractor shall notify the Engineer and the District Regional Recycle Coordinator,
telephone (909) 383 -6919 a minimum of 48 hours prior to hauling salvaged material to the
Recycle Center.
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USE WITH 2006 STANDARDS.
Use for projects when work is to be performed in existing box girder cells or
other confined areas.
Attention is directed to Section 7 -1.06, "Safety and Health Provisions," of the Standard
Specifications. Work practices and worker health and safety shall conform to the California
Division of Occupational Safety and Health Construction Safety Orders Title 8, of the California
Code of Regulations including Section 5158, "Other Confined Space Operations."
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USE WITH 2006 STANDARDS.
Add to SSP 15 -010.
Use for pavement repairs on surfacing projects when SSP 39 -300 cannot be
used.
REPAIR EXISTING ROADBED
070727 WN **
Where shown on the plans or designated by the Engineer, broken, failed or other
unsatisfactory portions of the existing roadbed shall be removed and disposed of and the
resulting hole shall be backfilled as directed by the Engineer.
2
Removing and replacing existing pavement will be paid for as extra work as provided in
Section 4 -1.03D of the Standard Specifications.
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USE WITH 2006 STANDARDS.
Use when applicable. Add to SSP 15 -010.
REMOVE PAVEMENT MARKER
Existing pavement markers, including underlying adhesive, when no longer required for
traffic lane delineation as determined by the Engineer, shall be removed and disposed of.
2. Use when there is no separate pay item for removal of pavement markers.
Edit contract item description as appropriate.
Full compensation for removing and disposing of pavement markers and underlying adhesive
shall be considered as included in the contract price paid per ton for asphalt concrete (Type B)
and no separate payment will be made therefor.
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USE WITH 2006 STANDARDS.
Use when applicable. Add to SSP 15 -010.
RECONSTRUCT CHAIN LINK FENCE
Existing chain link fence, at the locations shown on the plans, shall be removed and
reconstructed.
2
Fence removed in excess of that required for reconstructing chain link fence shall be
disposed of.
3. The item description in Para 3 and in the Engineer's Estimate MUST
agree.
Full compensation for removing and disposing of excess fence shall be considered as
included in the contract price paid per linear foot for reconstruct chain link fence and no separate
payment will be made therefor.
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USE WITH 2006 STANDARDS
Add to SSP 15 -010.
070727 WN **
REMOVE ' ! ' ! CONCRETE PAVEMENT
Removing portland cement concrete pavement shall conform to the provisions in
Section 15 -3, "Removing Concrete," of the Standard Specifications.
2
Where no joint exists in the pavement on the line at which concrete is to be removed, a
straight, neat cut with a power driven saw shall be made along the line to a minimum depth of
2 inches before removing the concrete.
3
The quantities of portland cement concrete pavement removed will be measured and paid for
by the square yard.
4
No deduction will be made from any excavation quantities for the quantity of portland
cement concrete pavement removed.
5 *. Edit for measurement. Use only one method of payment.
070727 WN **
Full compensation for removing bituminous or other overlying material and sawing joints at
removal lines, as required, shall be considered as included in the contract price paid per square
yard cubic yard for remove concrete pavement and no additional compensation will be allowed
therefor.
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USE WITH 2006 STANDARDS.
Use when all the concrete to be removed is included in the Engineer's
Estimate. Add to SSP 15 -010.
REMOVE CONCRETE
Concrete, where shown on the plans to be removed, shall be removed.
2. Delete if there is NO broken concrete slope protection on the project.
070727 WN **
concrctc slops protcction in conformance with the provisions in "Broken Concrete Slops
3. Use when remove concrete is paid for by the cubic yard.
070727 WN **
4. Use when remove concrete is paid for on a lump sum basis. Sufficient
information or details must be included on the plans for the bidder to
determine the quantity involved.
070727 WN **
5 *. Use when remove concrete is paid for by the linear foot. Edit as
appropriate.
070727 WN **
Removing concrete curb and curb and gutter concrctc barrier, and concrete sidewalk will be
measured by the meter foot measured before the removal operation. Removing concrete
pavement, sidewalk, slope paving will be measured by the square meter measured before the
removal operation.
6. Use when concrete removed is to be disposed of outside the highway right
of way.
Concrete removed shall be disposed of outside the highway right of way in conformance with
the provisions in Section 7 -1.13, "Disposal of Material Outside the Highway Right of Way," of
the Standard Specifications.
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Page 1 of 1
USE WITH 2006 STANDARDS.
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.
070727 WN **
Construction equipment to be used on site shall be cleaned of mud or other debris that may
contain invasive plants and/or seeds. Equipment shall be inspected to reduce the potential of
spreading noxious weeds before mobilizing to the site and before leaving the site.
Paras 2 thru 6: Use when a maximum amount of vegetation is to be
protected.
2
Vegetation shall be cleared and grubbed only within the excavation and embankment slope
lines.
3
At locations where there is no grading adjacent to a bridge or other structure, clearing and
grubbing of vegetation shall be limited to 5 feet outside the physical limits of the bridge or
structure.
4
Existing vegetation outside the areas to be cleared and grubbed shall be protected from injury
or damage resulting from the Contractor's operations.
5
Activities controlled by the Contractor, except cleanup or other required work, shall be
confined within the graded areas of the roadway.
6
Nothing herein shall be construed as relieving the Contractor of the Contractor's
responsibility for final cleanup of the highway as provided in Section 4 -1.02, "Final Cleaning
Up," of the Standard Specifications.
7. Use ONLY when SSP 19 -200 is included in "Earthwork" and there is an
item for clearing and grubbing.
070727 WN **
Vegetable growth from clearing and grubbing operations may be disposed of in
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Page 1 of 1
USE WITH 2006 STANDARDS.
Do not use on Highway Planting projects.
Use when there is an item for "Develop Water Supply" OR there is a
"Materials Information" handout identifying all water sources OR
SSP S4 -070 is used.
10 -1. WATERING
Developing a water supply and applying watering shall conform to the provisions in
Section 17, "Watering," of the Standard Specifications and these special provisions.
2. Use when a "Materials Information" handout is to be provided.
070727 WN **
Attention is directed to thc source or sources of water for use on thc project specified in the
"Materials Information" handout available to the contractors.
3. Use when SSP S4 -070 is used.
070727 WN **
Attention is directed to "Beginning of Work, Time of Completion and Liquidated Damages"
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Page 1 of 1
USE WITH 2006 STANDARDS.
Use when earthwork is required on the project.
1. Delete "and these special provisions" when additional Paras are NOT
added.
10 -1._ EARTHWORK
Earthwork shall conform to the provisions in Section 19, "Earthwork," of the Standard
Specifications and these special provisions.
070727 WN **
If finished grading is disturbed or damaged prior to the application of hvdroseed, all eroded
slopes shall be repaired or re- finished prior to the application of hydroseed.
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,. Page 1 of 1
USE WITH 2006 STANDARDS.
Add to SSP 19 -010.
1. Use when SSP 19 -900 is used.
070727 WN **
Attention is directed to "Material Containing Aerially Deposited Lead ", "Clearing and
Grubbing ", and "Dust Control ", of these special provisions.
2. Use when subbase, base or pavement is not to be placed on the grading
plane, grading only.
When a layer of specified material is not to be placed on the basement material, the finished
grading plane shall not vary more than 0.10 -foot above or below the grade established by the
Engineer. The requirements for obtaining a relative compaction of 95 percent, as provided in the
first 2 paragraphs in Section 19 -5.03, "Relative Compaction (95 Percent)," of the Standard
Specifications shall not apply when a layer of specified material is not to be placed on the
basement material.
3. Use when PCC pavement is to be placed on the grading plane.
070727 WN **
4. Use when PCC base is to be placed on the grading plane.
070727 WN ** • A-_ .. ., . - - -- • - - .... - - .. ., -, - -+ -- - -
5. Use when the project has structure approach embankments.
070727 WN **
The grading plane of embankments beneath structure approach slabs and ben th the
thickened portion of sleeper slabs shall not project above the grade established by the Engineer.
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Page 1 of 2
USE WITH 2006 STANDARDS.
Add to SSP 19 -010.
1. Use only when there will be surplus excavated material that cannot be
disposed of inside the highway right of way as provided in the Standard
Specifications, and SSP 19 -900 is not used.
Surplus excavated material shall become the property of the Contractor and shall be disposed
of in conformance with the provisions in Section 7 -1.13, "Disposal of Material Outside the
Highway Right of Way," of the Standard Specifications.
2. Use only when there will be surplus excavated material that cannot be
disposed of inside the highway right of way as provided in the Standard
Specifications, and SSP 19 -900 is used.
Surplus excavated material not designated as hazardous waste due to aerially deposited lead
shall become the property of the Contractor and shall be disposed of in conformance with the
provisions in Section 7 -1.13, "Disposal of Material Outside the Highway Right of Way," of the
Standard Specifications.
3. Use when existing pavement and surfacing is to be removed and a neat
saw cut is required at the removal line. Revise "Full compensation clause" if
cutting is not included in the item of roadway excavation.
070727 WN **
Where a portion of the existing surfacing is to be removed, the outline of the area to be
removed shall be cut on a neat line with a power -driven saw to a minimum depth of 0.17 -foot
before removing the surfacing. Full compensation for cutting the existing surfacing shall be
considered as included in the contract price paid per cubic yard for roadway excavation and no
additional compensation will be allowed therefor.
Removal of existing asphalt concrete, dike and edge drains shall be considered part of the
roadway excavation. Full compensation for removal and disposal of edge drains shall be
considered as included in roadway excavation and no additional compensation will be allowed
therefore.
4 *. May be used for specific low volume roadways with a structural section
less than 2 feet in depth.
070727 WN **
The provisions in tho second paragraph of Section 19 5.03, "Relative Compaction
(95 Percent)," of the Standard Specifications shall not apply to
5 *. Use when imported borrow may be required on the project. Do not
specify R -Value greater than that of native material nor specify location
where imported borrow is to be placed.
070727 WN **
The portion of imported borrow placed within 4 feet of the finished grade shall have a
Resistance (R- Value) of not less than 40.
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6. Use in all projects.
Reinforcement or metal attached to reinforced concrete rubble placed in embankments shall
�rrr' not protrude above the grading plane. Prior to placement within 2 feet below the grading plane
of embankments, reinforcement or metal shall be trimmed to no greater than 3/4 inch from the
face of reinforced concrete rubble. Full compensation for trimming reinforcement or metal shall
be considered as included in the contract prices paid per cubic yard for the types of excavation
shown in the Engineer's estimate, or the contract prices paid for furnishing and placing imported
borrow or embankment material, as the case may be, and no additional compensation will be
allowed therefor.
7. Use when aluminum or aluminum coated pipe culverts are specified.
070727 WN **
Section 19 3.062, "Slurry Cement Backfill," of the Standard Specifications may be used as
structure backfill for pipe culverts, including aluminum and aluminum coated pipe culverts.
8. Use when imported borrow is required on the project.
Imported borrow shall be mineral material including rock, sand, gravel, or earth. The
Contractor shall not use man-made refuse in imported borrow including:
A. Portland cement concrete
B. Asphalt concrete
C. Material planed from roadway surfaces
D. Residue from grooving or grinding operations
E. Metal
F. Rubber
G. Mixed debris
H. Rubble
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{ ICE "19- 100_E_A05- 01 -06" }
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USE WITH 2006 STANDARDS.
Use when drainage profiles are based on aerial surveys.
Add to SSP 19 -010.
The "0.5- foot" dimensions in the fifth paragraph of Section 19 -3.08, "Payment," of the
Standard Specifications are increased to "one foot" on this project.
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Page 1 of 8
USE WITH 2006 STANDARDS.
Use in Districts 4, 6, 7, 8,10,11, and 12.
DO NOT EDIT, EXCEPT WHERE INDICATED.
Use with SSP S5 -740 "Aerially Deposited Lead" and SSP 16 -010 "Clearing
and Grubbing."
Use on projects that have known aerially deposited lead contamination at
average levels high enough to require special handling as a hazardous waste
(total lead greater than 1000 mg/kg or soluble lead greater than 5.0 mg/1),
and that are subject to the Variance of the Department of Toxic Substances
Control (DTSC).
Use on projects where material containing aerially deposited lead will be
stockpiled, transported in the right of way, placed within project limits, or
disposed of in a landfill.
Use SSP 07 -330, "Material Containing Aerially Deposited Lead" for projects
with minor soil disturbance where all disturbed material can remain within
the area of disturbance.
Use the following contract items in the Engineer's Estimate, as applicable:
190107 Roadway Excavation (Type Y -1) (Aerially Deposited Lead)
190108 Roadway Excavation (Type Y -2) (Aerially Deposited Lead)
190105 Roadway Excavation (Type Z-2) (Aerially Deposited Lead)
190106 Roadway Excavation (Type Z-3) (Aerially Deposited Lead)
192057 Structure Excavation (Type Y -1) (Aerially Deposited Lead)
192058 Structure Excavation (Type Y -2) (Aerially Deposited Lead)
192053 Structure Excavation (Type Z-2) (Aerially Deposited Lead)
192054 Structure Excavation (Type Z-3) (Aerially Deposited Lead)
190110 Lead Compliance Plan
10 -1. MATERIAL CONTAINING AERIALLY DEPOSITED LEAD
Earthwork involving material containing aerially deposited lead shall conform to the
provisions in Section 19, "Earthwork," of the Standard Specifications and these special
provisions.
2
Attention is directed to "Aerially Deposited Lead" of these special provisions.
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3 *. Use for material reusable under the DTSC Variance under soil.
Edit to include the width, length, and depth of excavation based on the site
investigation report and the decision of the design engineer on use of the
material.
Use a minimum cover of one foot except for planned landscaping areas.
Use a minimum cover of 2 feet for planned landscaping areas.
Delete Para 3 if it does not apply.
070727 WN **
Type Y -1 material contains aerially deposited lead in average concentrations of 0.5 mg/L or
less extractable lead (based on a modified waste extraction test using deionized water as the
extractant) and 1411 mg/kg or less total lead. Type Y -1 material exists between the surface
feet and 1.5 feet, -• . : . - - , - - - - - _ • • •- - - , - - - • -
to Station , and from a dcpth of feet to feet below existing grade, or as
shown on the plans. This material shall be placed as shown on the plans, unless otherwise
directed by the Engineer, and covered with a minimum 1 -foot layer of nonhazardous soil or
pavement. This material is hazardous waste regulated by the State of California that may be
reused as permitted under the Variance of the California Department of Toxic Substances
Control (DTSC) provided that the lead contaminated soil is placed a minimum of 5 feet above
the maximum water table elevation and covered with at least one foot of nonhazardous soil.
Temporary surplus material may be generated on this project due to the requirements of stage
construction. Temporary surplus material shall not be transported outside the State right of way.
In order to conform to the requirements of these provisions it may be necessary to stockpile
material for subsequent stages, to construct some embankments out of stage, or to handle
temporary surplus material more than once.
4 *. Use for material reusable under the DTSC Variance under pavement.
Edit to include the width, length, and depth of excavation based on the site
investigation report and the decision of the design engineer on use of the
material.
Use a minimum cover of one foot except for planned landscaping areas.
Use a minimum cover of 2 feet for planned landscaping areas.
Delete Para 4 if it does not apply.
070727 WN **
Type Y 2 material conta - . = - • • - - • - • ° ' • - - ° - • • • - • :
either 0.5 mg/L extractable lead (based on a modified waste extraction using dcionized water as
• - _ ., A • 1 .. .. . - - ., • ! - _ , . .. .. . .
of total 1 ad. Type Y 2 material exists between feet and feet, measured horizontally
from the edges of existing pavement, from Station to Station , and from a depth of
feet to feet below existing grade, or as shown on the plans. This material shall be placed
as shown on the plans, unless otherwise directed by the Engineer, and covered with a layer of
infiltration by a pavement structure which will be maintained by the Department. Temporary
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Temporary surplus material shall not be transported outside the State right of way. In order to
material more than once.
5 *. Edit to include the width, length, and depth of excavation based on the
site investigation report.
Delete Para 5 if it does not apply.
070727 WN **
Type Z 2 material contains aerially deposited lead in avera: - - . - -
95 percent Upper Confidence Limit) grcter than or equal to 1000 mg/kg total lead; gr atcr than
or equal to 5.0 mg/L soluble load (as tested using the California Waste Extraction Tcst) and thc
material is surplus; or greater than 3397 mg/kg total lead. Type Z 2 material cxists between
feet and feet, measured horizontally from the edges of existing pavement, from
Station to Station , and from a depth of feet to fcct below existing grade, or
required procedures for cr ating a manifest for thc material. The vehicles used to transport the
hazardous material shall conform to the current certifications of compliance of thc DTSC.
6 *. Use for waste subject to Federal regulation. California standards are
different.
Edit to include the width, length, and depth of excavation based on the site
investigation report.
Delete Para 6 when it does not apply.
070727 WN **
Type Z 3 material contains aerially deposited lead in average concentrations (using tho
95 percent Upper Confidence Limit) greater than 5.0 mg/L soluble 1 ad, as tested using the
Toxicity Characteristic Leaching Procedure Test. Type Z 3 material exists between feet
and fect, measured horizontally from thc edges of existing pavement, from Station to
Station , and from a depth of feet to feet below existing grade, or as shown on
. . - ., .. - _ . ' - - ' - . • - - - - -• •
conform to the current certifications of compliance of the DTSC.
7
LEAD COMPLIANCE PLAN
The Contractor shall prepare a project specific Lead Compliance Plan to prevent or minimize
worker exposure to lead while handling material containing aerially deposited lead. Attention is
directed to Title 8, California Code of Regulations, Section 1532.1, "Lead," for specific
California Department of Industrial Relations, Division of Occupational Safety and Health (Cal -
OSHA) requirements when working with lead.
8 *. For most projects, insert 15 days for Contractor to submit Lead
Compliance Plan. For less complex projects, fast -track projects, or short
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08- 422301
construction periods, the time needed for submittal of the Lead Compliance
Plan may be reduced to 7 days.
070727 WN **
The Lead Compliance Plan shall contain the elements listed in Title 8, California Code of
Regulations, Section 1532.1(e)(2)(B). Before submission to the Engineer, the Lead Compliance
Plan shall be approved by an Industrial Hygienist certified in Comprehensive Practice by the
American Board of Industrial Hygiene. The plan shall be submitted to the Engineer for review
and acceptance at least 15 days prior to beginning work in areas containing aerially deposited
lead.
9. Use when excavation of material containing aerially deposited lead
borders on land used for schools, daycare centers, hospitals, or areas of
special community concern. Consult with District Environmental staff to
determine if this paragraph is necessary.
Delete Para 9 if it does not apply.
070727 WN **
The L Compliance Plan shall include perimeter air monitoring incorporating upwind and
while the Contractor clears and grubs and performs earthwork operations. A single
day. If concentrations exceed this level the Contractor shall stop work and modify the work to
- - - - - - . 1 I _ . • _ .. . . - - • - - - -
reviewed by and signed by a Certified Industrial Hygienist. .
10
The Contractor shall not work in areas containing aerially deposited lead within the project
limits, unless authorized in writing by the Engineer, until the Engineer has accepted the Lead
Compliance Plan.
11
Prior to performing work in areas containing aerially deposited lead, personnel who have no
prior training or are not current in their training status, including Department personnel, shall
complete a safety training program provided by the Contractor. The safety training program
shall meet the requirements of Title 8, California Code of Regulations, Section 1532.1, "Lead."
12 *. Edit to include number of Department employees.
070727 WN **
Personal protective equipment, training, and washing facilities required by the Contractor's
Lead Compliance Plan shall be supplied to Department personnel by the Contractor. The
number of Department personnel will be 1.
13
The Engineer will notify the Contractor of acceptance or rejection of the submitted or revised
Lead Compliance Plan not more than 10 days after submittal of the plan.
14
The contract lump sum price paid for Lead Compliance Plan shall include full compensation
for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work
involved in preparing the Lead Compliance Plan, including paying the Certified Industrial
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Hygienist, and for providing personal protective equipment, training and medical surveillance, as
specified in the Standard Specifications and these special provisions, and as directed by the
Engineer.
15 *. For most projects, insert 15 days for Contractor to submit the
Excavation and Transportation Plan and 7 days for each subsequent
revision. For less complex projects, fast -track schedules, or short
construction periods, the time needed for submittal of the Excavation and
Transportation Plan may be reduced to 7 days.
070727 WN **
EXCAVATION AND TRANSPORTATION PLAN
Within 21 days after approval of the contract, the Contractor shall submit 3 copies of an
Excavation and Transportation Plan to the Engineer. The Engineer will have 15 days to review
the plan. If revisions are required, as determined by the Engineer, the Contractor shall revise and
resubmit the plan within 7 days of receipt of the Engineer's comments. The Engineer will have
5 days to review the revisions. Upon the Engineer's approval of the plan, 3 additional copies
incorporating the required changes shall be submitted to the Engineer. Minor changes to or
clarifications of the initial submittal may be made and attached as amendments to the Excavation
and Transportation Plan. In order to allow construction to proceed, the Engineer may
conditionally approve the plan while minor revisions or amendments are being completed.
16. Reorder the outline letters as necessary.
The Contractor shall prepare the written, project specific Excavation and Transportation Plan
establishing the procedures the Contractor will use to comply with requirements for excavating,
stockpiling, transporting, and placing (or disposing) of material containing aerially deposited
lead. The plan shall conform to the regulations of the DTSC and Cal -OSHA. The sampling and
analysis portions of the Excavation and Transportation Plan shall meet the requirements for the
design and development of the sampling plan, statistical analysis, and reporting of test results
contained in USEPA, SW 846, "Test Methods for Evaluating Solid Waste," Volume II: Field
Manual Physical/Chemical, Chapter Nine, Section 9.1. The plan shall contain, but not be limited
to the following elements:
A. Excavation schedule (by location and date),
Use 16B and 16C when temporary stockpiling is likely to be needed.
B. Temporary locations of stockpiled material,
C. Sampling and analysis plans for areas after removal of a stockpile,
1. Location and number of samples,
2. Analytical laboratory,
Use 16D for optional use with Type Y -1 material. Confer with District
Hazardous Waste staff.
D. Sampling and analysis plan for soil cover,
Use 16E for optional use with all material. Confer with District Hazardous
Waste staff.
070727 WN **
E. Sampling and analysis plan for post excavation from Station to Station as
shown-an-the
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EF. Dust control measures,
Use 16G when air monitoring is required.
070727 WN **
G. Air monitoring,
1. Location and type of equipment,
2. Sampling frequency,
3. Analytical laboratory,
FI4. Transportation equipment and routes,
G. Method for preventing spills and tracking material onto public roads,
I-1J. Truck waiting and staging areas,
Use 16K for projects with Type Z-2 or Type Z -3 material.
070727 WN **
IK. Site for disposal of hazardous waste,
Add 16L for Type Y -1 or Y -2 material moving from the project to a second
project.
070727 WN **
L. Example of Bill of Lading to be carried by trucks transporting Type Y 1 orY 2, material.
Copies of the bills of lading shall be provided to tho Engineer upon placement of Type
Y 1 or Y 2 material in its final location. Trucks carrying Type Y 1 or Y 2 material shall
JM. Spill Contingency Plan for material containing aerially deposited lead.
17
DUST CONTROL
Excavation, transportation, placement, and handling of material containing aerially deposited
lead shall result in no visible dust migration. The Contractor shall have a water truck or tank on
the job site at all times while clearing and grubbing and performing earthwork operations in
work areas containing aerially deposited lead.
18
STOCKPILING
Stockpiles of material containing aerially deposited lead shall not be placed where affected
by surface run -on or run -off. Stockpiles shall be covered with plastic sheeting 13 mils minimum
thickness or one foot of nonhazardous material. Stockpiles shall not be placed in
environmentally sensitive areas. Stockpiled material shall not enter storm drains, inlets, or
waters of the State.
19
MATERIAL TRANSPORTATION
i Prior to traveling on public roads, loose and extraneous material shall be removed from
surfaces outside the cargo areas of the transporting vehicles and the cargo shall be covered with
tarpaulins or other cover, as outlined in the approved Excavation and Transportation Plan. The
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Contractor shall be responsible for costs due to spillage of material containing lead during
transport.
20
The Department will not consider the Contractor a generator of the hazardous material, and
the Contractor will not be obligated for further cleanup, removal, or remedial action for such
material handled or disposed of in conformance with the requirements specified in these special
provisions and the appropriate State and Federal laws and regulations and county and municipal
ordinances and regulations regarding hazardous waste.
21. Delete if the project does not have surplus excavated material.
DISPOSAL
Surplus material for which the lead content is not known shall be analyzed for aerially
deposited lead by the Contractor prior to removing the material from within the project limits.
The Contractor shall submit a sampling and analysis plan and the name of the analytical
laboratory to the Engineer at least 15 days prior to beginning sampling or analysis. The
Contractor shall use a laboratory certified by the California Department of Health Services.
Sampling shall be at a minimum rate of one sample for each 200 cubic yards of surplus material
and tested for lead using EPA Method 6010 or 7000 series.
22. Use Paras 22 and either 23 or 24 when material is to be disposed of
outside the State right of way.
Materials containing aerially deposited lead shall be disposed of within California. The
disposal site shall be operating under a permit issued by the appropriate California
Environmental Protection Agency board or department.
23. Use for Z-2 and Z-3 material only. Use either Para 23 or Para 24. Delete
Para 23 when Para 24 is used.
070727 WN **
The Engineer will obtain the Environmental Protcction Agency Generator Identification
Number for hazardous waste disposal. Thc Engineer will sign all hazardous waste manifests.
24. Use for Z-2 and Z-3 material only. Delete Para 24 when Para 23 is used.
District 4 uses the Board of Equalization number for administrative
convenience.
070727 WN **
for hazardous waste disposal. Thc Engineer will sign all hazardous waste manifests. The
Contractor shall notify the Engineer 5 days before the manifests are to be signed.
25. Edit if the project has other excavation items, such as structure
excavation.
Sampling, analyzing, transporting, and disposing of material containing aerially deposited
lead excavated outside the pay limits of excavation will be at the Contractor's expense.
26
MEASUREMENT AND PAYMENT
Quantities of roadway excavation (aerially deposited lead) and structure excavation (aerially
deposited lead), of the types shown in the Engineer's Estimate, will be measured and paid for in
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the same manner specified for roadway excavation and structure excavation, respectively, in
Section 19, "Earthwork," of the Standard Specifications.
27
Full compensation for preparing an approved Excavation and Transportation Plan,
transporting material containing aerially deposited lead reused in the work from location to
location, and transporting and disposing of material containing aerially deposited lead shall be
considered as included in the contract prices paid per cubic yard for the items of roadway
excavation (aerially deposited lead) and structure excavation (aerially deposited lead) of the
types involved, and no additional compensation will be allowed therefor.
28
No payment for stockpiling of material containing aerially deposited lead will be made,
unless the stockpiling is ordered by the Engineer.
29. Delete if the project does not have surplus excavated material.
070727 WN **
be paid for as extra work as provided in Section 4 1.03D, "Extra Work," of the Standard
Sp °s
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{ XE "20- 040 06 -07" }
Page 1 of 7
USE WITH 2006 STANDARDS
Inoculation of legume seed has been eliminated on the recommendations of a
study done by the Earth and Soil Sciences Department of Cal Poly State
University, San Luis Obispo. The Report may be viewed at:
http: / /www. dot. ca. gov /hq/LandArch /policy /legume.pdf
Consult with District Landscape Architect when using this SSP.
Contact local AQMD representative to discuss potential air quality
constraints (e.g. Placer Co.) when allowing blown on straw or compost as
part of this SSP. If air quality constraints are an issue consider using
alternative methods, i.e., Erosion Control (Compost Blanket).
Use this specification when straw incorporation IS NOT required. Use
SSP 20 -030 when straw incorporation is required.
(When more than one seed mix is required, revise the seed mix to "Seed
(Type 1)" and "Seed (Type 2)" and add the appropriate locations, tables,
materials and application rates.)
Use Item Code 203016 "Erosion Control (Type D) ".
Insert in Section 10 -1. DO NOT USE in Section 10 -2.
10 -1._ EROSION CONTROL (TYPE D)
Erosion control (Type D) includes applying erosion control materials to embankment and
excavation slopes and other areas disturbed by construction activities. Erosion control (Type D)
must comply with Section 20 -3, "Erosion Control," of the Standard Specifications and these
special provisions.
2. Use only when SSP 20 -020, "Move - in/Move -out (Erosion Control)," is
included in project.
Apply erosion control (Type D) when an area is ready to receive erosion control as
determined by the Engineer and under "Move - in/Move -out (Erosion Control)" of these special
provisions.
3. Use when Para 2 is deleted.
If the slope on which the erosion control to be placed is finished during the rainy season as
specified under "Water Pollution Control" of these special provisions, apply erosion control to
the slope immediately.
4
Before applying erosion control materials, prepare soil surface under Section 19 -2.05,
"Slopes," of the Standard Specifications, except that rills and gullies exceeding 2 inches in depth
or width must be leveled. Remove vegetative growth, temporary erosion control materials, and
other debris from areas to receive erosion control.
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5. Use with SSP 05 -200, "Order of Work," pre- measurement of areas to
receive Erosion Control (Type D), otherwise delete Para.
Before applying erosion control materials, the Engineer designates the ground location of
erosion control (Type D) in increments of one acre or smaller for smaller areas. Place stakes or
other suitable markers at the locations designated by the Engineer. Furnish all tools, labor and
materials required to adequately indicate the various locations.
6
MATERIALS
Materials must comply with Section 20 -2, "Materials," of the Standard Specifications and
these special provisions.
7 *. Use when another erosion control SSP specifies the same seed
specifications; otherwise delete. Delete Paras 8 thru 13 when this Para is
used. Edit blank space for the type of erosion control.
070727 WN **
Seed
Seed for crosion control (Type D) must comply with "Erosion Control ( )" of thcso
speeial-tafevisiens:
8. Use Paras 8 thru 13 when seed is NOT specified elsewhere in the special
provisions. Delete Para 7.
Seed
Seed must comply with Section 20 -2.10, "Seed," of the Standard Specifications. Seed not
required to be labeled under the California Food and Agricultural Code shall be tested for purity
and germination by a seed laboratory certified by the Association of Official Seed Analysts or by
a seed technologist certified by the Society of Commercial Seed Technologists. Measure and
mix individual seed species in the presence of the Engineer.
9
Seed must contain at most 1.0 percent total weed seed by weight.
10 *. Use this Para only on projects of a sensitive nature, e.g. mitigation site,
where specific weed seed of major concern are likely to be found in erosion
control seed specified. List a maximum of three. Do not insert names of
"prohibited noxious weeds" listed in Title 3, California Code of Regulations,
Section 3854.
070727 WN **
Seed must be free of the following specific weed species: , , and
11
Deliver seed to the job site in unopened separate containers with the seed tag attached.
Containers without a seed tag attached are not accepted. The Engineer takes a sample of
approximately 1 ounce or 0.25 cup of seed for each seed lot greater than 2 pounds.
12 *. Insert seed names, germination and application rates in the table.
Increase or decrease rows in table as required. Do NOT edit column
headings. Percent germination shown in the table may be 10 percent less
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than the published rates. Do NOT list short -lived seed. Show an asterisk at
the end of botanical name if seed must be produced in California ONLY. If
there is no requirement for seed to be produced in California delete " *Seed
produced in California only" at the bottom of the table.
070727 WN **
Seed must comply with the following:
Seed
Botanical Name Percent Germination Pounds Pure Live Seed Per Acre
(Common Name) (Minimum) (Slope Measurement)
Lotus scoparius 30 3_6
(Deerweed)
Lupinus succulentus 40 3_6
(Arroyo Lupine)
Lupinus bicolor 40 1.8
Pigmy- Leaved Lupine
Lasthenia californica 30 1_8
Dwarf Goldfields
Salvia columbariae 30 0.45
Chia
Eriophyllum confertiflorum 30 1_8
Golden Yarrow
Eschscholzia califomica 40 1.8
California Poppy
Croton setiger 20 0.45
Doveweed
Helianthemum scoparium 30 1_8
Common Rock rose
Vulpia Microstachys 40 10
Small Fescue
*Seed produced in California only.
13
Seed Sampling Supplies
At the time of seed sampling, provide the Engineer a glassine lined bag and custody seal tag
for each seed lot sample.
Use Para 14 OR Para 15.
14 *. Edit for commercial fertilizer required.
070727 WN **
Commercial Fertilizer
Commercial fertilizer must comply with Section 20 -2.02, "Commercial Fertilizer," of the
Standard Specifications and have a guaranteed chemical analysis within 2 percent of percent
nitrogen, _ percent phosphoric acid and _ perccnt water soluble potash.
15 *. Use when another erosion control SSP specifies commercial fertilizer to
be used and delete Para 14. Edit for erosion control type.
070727 WN **
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Commercial fertilizer for erosion control (Type D) must comply with "Erosion Control
{ )" of these special provisions.
Use Paras 16, 17, and 18 when the types of straw in the Standard
Specifications are acceptable and delete Paras 19, 20 and 21.
070727 WN **
Stew
16
Straw must comply with Section 20 2.06, "Straw," of the Standard Specifications and these
special provisions.
17
Wheat and barley straw must be derived from irrigated crops.
18
- - . • . . - - •
.. ite, provide the name, address and
telephone number of the grower.
19. Use when wheat or barley straw is desired. Use with Paras 16, 17 and 18
and delete Paras 20 and 21.
Straw must be derived from wh at or barley.
20. Use when only rice straw is desired. Use with Para 16 and delete
Paras 17, 18, 19 and 21.
Straw must be derived from ricc.
21 *. Use when a unique type of straw is to be used. Edit for species. Use
"Order of Work" SSP to show evidence the straw order has been placed.
Delete Paras 16 thru 20.
Straw must be derived from
22. Use when Para 19, 20 or 21 is used; otherwise delete.
Straw must be free of plastic, glass, metal, rocks, and refuse or other deleterious material.
23. Use when compost is desired; otherwise delete Paras 23 thru 31.
Compost
The compost producer must be fully permitted as specified under the California Integrated
Waste Management Board, Local Enforcement Agencies and any other State and Local Agencies
that regulate Solid Waste Facilities. If exempt from State permitting requirements, the
composting facility must certify that it follows guidelines and procedures for production of
compost meeting the environmental health standards of Title 14, California Code of Regulations,
Division 7, Chapter 3.1, Article 7.
24
The compost producer must be a participant in United States Composting Council's Seal of
Testing Assurance program.
25
Compost may be derived from any single, or mixture of any of the following feedstock
materials:
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1. Green material consisting of chipped, shredded, or ground vegetation; or clean processed
recycled wood products
2. Biosolids
3. Manure
4. Mixed food waste
26
Compost feedstock materials to reduce weed seeds, pathogens and deleterious materials as
specified under Title 14, California Code of Regulations, Division 7, Chapter 3.1, Article 7,
Section 17868.3
27
Compost must not be derived from mixed municipal solid waste and must be reasonably free
of visible contaminates. Compost must not contain paint, petroleum products, pesticides or any
other chemical residues harmful to animal life or plant growth. Compost must not possess
objectionable odors.
28
Metal concentrations in compost must not exceed the maximum metal concentrations listed
in Title 14, California Code of Regulations, Division 7, Chapter 3.1, Section 17868.2.
29
Compost must comply with the following:
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Physical/Chemical Requirements
Property Test Method Requirement
pH *TMECC 04.11 -A, Elastometric pH 1:5 Slurry 6.0 -8.0
Method, pH Units
Soluble Salts TMECC 04.10 -A, Electrical Conductivity 1:5 Slurry 0 -10.0
Method dS /m (mmhos /cm)
Moisture Content TMECC 03.09 -A, Total Solids & Moisture at 70 +/- 5 N/A
deg C, % Wet Weight Basis
Organic Matter TMECC 05.07 -A, Loss -On- Ignition Organic Matter 30-65
Content Method (LOI), % Dry Weight Basis
Maturity TMECC 05.05 -A, Germination and Vigor
Seed Emergence 80 or Above
Seedling Vigor 80 or Above
% Relative to Positive Control
Stability TMECC 05.08 -B, Carbon Dioxide Evolution Rate
8 or below
mg CO -C /g OM per day
Particle Size TMECC 02.02 -B Sample Sieving for Aggregate Size 95% Passing 5/8 inch
Classification % Dry Weight Basis 70% Passing 3/8 inch
Pathogen TMECC 07.01 -B, Fecal Coliform Bacteria < 1000
MPN /gram dry wt. Pass
Pathogen TMECC 07.01 -B, Salmonella < 3 MPN /4 grams dry
wt. Pass
Physical TMECC 02.02 -C, Man Made Inert Removal and
Contaminants Classification:
Plastic, Glass and Metal, % > 4mm fraction Combined Total: < 1.0
Physical TMECC 02.02 -C, Man Made Inert Removal and
Contaminants Classification:
Sharps (Sewing needles, straight pins and hypodermic None Detected
needles), % > 4mm fraction
*TMECC refers to "Test Methods for the Examination of Composting and Compost," published by the
United States Department of Agriculture and the United States Compost Council (USCC).
30
Before compost application, provide the Engineer with a copy of the compost producer's
compost technical data sheet and a copy of the compost producers Seal of Testing Assurance
certification. The compost technical data sheet includes:
1. Laboratory analytical test results
2. Directions for product use
3. List of product ingredients
31
Before compost application, provide the Engineer with a Certificate of Compliance under
Section 6 -1.07, "Certificates of Compliance," of the Standard Specifications.
32
Stabilizing Emulsion
Stabilizing emulsion must comply with Section 20 -2.11, "Stabilizing Emulsion," of the
Standard Specifications and these special provisions.
Stabilizing emulsion:
1. Must be in a dry powder form
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2. Must be a processed organic adhesive used as a soil tackifier
3. May be reemulsifiable
33
APPLICATION
Apply erosion control materials in separate applications in the following sequence:
Delete "materials" not desired from tables and fill in the rates. Do not edit
the time frame (60 minutes) that the seed can be in the mixture. Delete
" compost" table below if not applicable.
1. Apply the following mixture with hydroseeding equipment at the rates indicated within
60 minutes after the seed has been added to the mixture:
Material Pounds Per Acre
(Slope Measurement)
Seed 30
Fiber 715
Commercial Fertilizer 135
Material Cubic Yards Per Acre
(Slope Measurement)
Compost 115
Delete this Para when the "compost" tables above and below are deleted and
change 3 and 4 in Paras below to 2 and 3, respectively.
2. Compost may be dry applied at the total of the rates specified in the preceding table and
the following table instead of including it as part of the hydro- seeding operations. In
areas where the compost is dry applied, all compost for that area must be applied before
the next operation.
Indicate application rate for straw. The application rate is normally 2.0 tons
per acre for wheat or barley and 1.75 tons to 2.0 tons per acre for rice.
070727 WN **
3. Apply straw at the rate of tons per acre based on slope measurements. Incorporation
Delete "compost" table when compost is not desired.
34. Apply the following mixture with hydro- seeding equipment at the corresponding rates:
Material Pounds Per Acre
(Slope Measurement)
Fiber 715
Stabilizing Emulsion (Solids) 180
Material Cubic Yards Per Acre
(Slope Measurement)
Compost 115
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34. Delete when stabilizing emulsion is not used.
The ratio of total water to total stabilizing emulsion in the mixture must be as recommended
�r by the manufacturer.
35. Use with SSP 20 -015.
Hydraulic application of materials for erosion control (netting) areas shall be applied by hose,
from the ground. Erosion control (Type D) materials shall be applied onto the slope face such
that the materials are well integrated into the erosion control (netting) and in contact with ground
surface. Application shall be perpendicular to the slope face such that erosion control (netting)
materials are not damaged or displaced. Erosion control (netting) damaged by the Contractor's
operations shall be replaced by the Contractor at the Contractor's expense.
36.
070727 WN **
Once straw work is started in an arca, complete stabilizing emulsion applications in that area
on the same working day.
37. Do NOT edit or delete.
The Engineer may change the rates of erosion control materials to meet field conditions.
38
MEASUREMENT AND PAYMENT
Erosion control (Type D) will be measured by the square yard or by the acre, whichever is
designated in the Engineer's Estimate. The area will be calculated on the basis of actual or
computed slope measurements.
39
The contract price paid per square yard or acre for erosion control (Type D) includes full
compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing
all the work involved in applying erosion control (Type D) complete in place, as shown on the
plans, as specified in the Standard Specifications and these special provisions, and as directed by
the Engineer.
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USE WITH 2006 STANDARDS.
Use as a linear barrier for sediment control to intercept runoff, reduce runoff
flow velocity, and release runoff as sheet flow. Fiber rolls should be used
primarily as a slope interrupter device to shorten slope lengths and to
intercept and retain limited amounts of sediment on slope surfaces.
Use BEES item 203021 Fiber Rolls.
10 -1. FIBER ROLLS
Fiber rolls shall be furnished and installed in conformance with details shown on the plans
and these special provisions and as directed by the Engineer.
2. Edit as needed.
Fiber rolls shall be installed on excavation and embankment slopes and other disturbed soil
areas.
3
At the option of the Contractor, fiber rolls shall be Type 1 or Type 2.
MATERIALS
4. Edit as needed to meet environmental requirements including the deletion
of "photodegradable plastic netting" where wildlife entrapment may occur.
Fiber Roll
Fiber roll shall be either:
1. Constructed with a premanufactured blanket consisting of either wood excelsior, rice or
wheat straw, or coconut fibers or a combination of these materials. The blanket shall be
between 6 feet and 8 feet in width and between 65 feet and 95 feet in length. Wood
excelsior shall be individual fibers, of which 80 percent shall be 6 inches or longer in
length. The blanket shall have a photodegradable plastic netting or biodegradable jute,
sisal, or coir fiber netting on at least one side. The blanket shall be rolled along the width
and secured with jute twine spaced 6 feet apart along the full length of the roll and placed
6 inches from the ends of each roll. The finished roll shall be between 8 inches and
10 inches in diameter, a minimum of 20 feet in length, and shall weigh a minimum of
0.5 pound per linear foot. More than one blanket may be required to achieve the finished
roll diameter. When more than one blanket is required, blankets shall be jointed
longitudinally with an overlap of 6 inches along the length of the blanket.
2. A premanufactured roll of rice or wheat straw, wood excelsior, or coconut fiber
encapsulated within a photodegradable plastic or biodegradable jute, sisal, or coir fiber
netting. The netting shall have a minimum durability of one year after installation. The
netting shall be secured tightly at each end of the roll. Rolls shall be between 8 inches
and 12 inches in diameter. Rolls between 8 inches and 10 inches in diameter shall have a
minimum weight of 1 pound per linear foot and a minimum length of 20 feet. Rolls
between 10 inches and 12 inches in diameter shall have a minimum weight of 3 pounds
per linear foot and a minimum length of 10 feet.
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5
Stakes
Wood stakes shall be a minimum of 1" x 1" x 24" in size for Type 1 installation, or a
minimum of 1" x 2" x 24" in size for Type 2 installation. Wood stakes shall be untreated fir,
redwood, cedar, or pine and cut from sound timber. They shall be straight and free of loose or
unsound knots and other defects which would render them unfit for the purpose intended. Metal
stakes shall not be used.
6
Rope
Rope shall be biodegradable, such as sisal or manila, with a minimum diameter of 1/4 inch.
7
INSTALLATION
Fiber rolls shall be installed as follows:
1. Fiber rolls (Type 1): Furrows shall be constructed to a depth between 2 inches and
4 inches, and to a sufficient width to hold the fiber roll. Stakes shall be installed
24 inches apart along the length of the fiber rolls and stopped at 12 inches from each end
of the rolls. Stakes shall be driven to a maximum of 2 inches above, or flush with the top
of the roll.
2. Fiber rolls (Type 2): Rope and notched stakes shall be used to restrain the fiber rolls
against the slope. Stakes shall be driven into the slope until the notch is even with the top
of the fiber roll. Rope shall be knotted at each stake and laced between stakes. After
installation of the rope, stakes shall be driven into the slope such that the rope will hold
the fiber roll tightly to the slope. Furrows will not be required.
If different spacing is desired, replace the following with "Fiber rolls shall be
placed feet apart along the slope." If fiber roll locations are shown on
the plans, replace this subparagraph with "Fiber rolls shall be placed as
shown on the plans."
3. Fiber rolls shall be placed 10 feet apart along the slope for slope inclination
(horizontal:vertical) of 2:1 and steeper, 15 feet apart along the slope for slope inclination
between 2:1 and 4:1, 20 feet apart along the slope for slope inclination between 4:1 and
10:1, and a maximum of 50 feet apart along the slope for slope inclination of 10:1 and
flatter.
4. The bedding area for the fiber rolls shall be cleared of obstructions including rocks, clods,
and debris greater than one inch in diameter before installation.
If cross slope drainage is desired, replace the following with "The installed
angle of the fiber roll to the slope contour shall create a 2 percent to
5 percent grade from the center of the slope to the slope conform at the limit
of disturbance." The limit of disturbance refers to the edge of a disturbed
soil area (DSA) created by grading, vegetation removal, etc. Edit as needed.
'* 5. Fiber rolls shall be installed approximately parallel to the slope contour.
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Edit when alternative soil stabilization treatments, such as blankets, are to be
installed before the fiber rolls. Edit as needed.
6. Fiber rolls shall be installed before the application of other erosion control or soil
stabilization materials in the same area.
8
If the intended function of the fiber rolls to disperse concentrated water runoff and to reduce
runoff velocities is impaired, the Contractor shall take action to repair or replace the fiber rolls.
Split, tom, or unraveling rolls shall be repaired or replaced. Broken or split stakes shall be
replaced. Sagging or slumping fiber rolls shall be repaired with additional stakes or replaced.
Locations where rills and other evidence of concentrated runoff have occurred beneath the rolls
shall be corrected. Fiber rolls shall be repaired or replaced within 24 hours of identifying the
deficiency.
9
MEASUREMENT AND PAYMENT
Quantities of fiber rolls to be paid for will be determined by the linear foot measured along
the centerline of the installed roll. Where fiber rolls are joined and overlapped, the overlap will
be measured as a single installed roll.
10
The contract price paid per linear foot for fiber roll shall include full compensation for
furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work
involved in installing fiber rolls, complete in place, including furrow excavation and backfill,
repairing or replacing fiber rolls as shown on the plans, as specified in the Standard
Specifications and these special provisions, and as directed by the Engineer.
11
Damage to fiber rolls resulting from the Contractor's vehicles, equipment, or operations shall
be repaired at the Contractor's expense.
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USE WITH 2006 STANDARDS.
Use this SSP only when there is a pay item for "Finishing Roadway ".
1. Add "and these special provisions." if additional Paras are added.
10 -1. FINISHING ROADWAY
Finishing roadway shall conform to the provisions in Section 22, "Finishing Roadway," of
the Standard Specifications.
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{ XE "26- 010 16 -07" }
Page 1 of 1
USE WITH 2006 STANDARDS
Use for Class 2 Aggregate Base except when SSP 26 -080 is used.
10 -1._ AGGREGATE BASE
Aggregate base must comply with Section 26, "Aggregate Bases," of the Standard
Specifications and these special provisions.
2
Aggregate base must be Class 2.
3. A Construction Engineering Work Plan (CEWP) with FHWA is required
to use this paragraph.
Aggregate may include processed glass. Place aggregate base with glass only where the
material is to be permanently covered.
4. Deleting this paragraph must be approved by District Environmental.
Do not store reclaimed asphalt concrete or aggregate base with reclaimed asphalt concrete
within 100 feet measured horizontally of any culvert, watercourse, or bridge.
5 *. Use this paragraph if the 0.50 -foot maximum compacted thickness
specified in Section 26 -1.04, "Spreading," of the Standard Specifications is
increased.
070727 WN **
The maximum compacted thickness of any 1 layer of aggregate base must not exceed
foot.
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USE WITH 2006 STANDARDS.
Use Para 1 when lean concrete base is not used with PCC Pavement
(SSP 40 -010 or 40 -011) and delete Paras 2 and 3.
070727 WN **
10 1. _ LEAN CONCRETE BASE
Lean concrete base shall conform to the provisions in Section 28, "Lean Concrete Base," of
the Standard Specifications.
2. Use Paras 2 and 3 when lean concrete base is used with PCC Pavement
(SSP 40 -010 or 40 -011) and delete Para 1.
10 -1. LEAN CONCRETE BASE
Lean concrete base shall conform to the provisions in Section 28, "Lean Concrete Base," of
the Standard Specifications and these special provisions.
3
The finished surface of lean concrete base shall not be above the grade established by the
Engineer, or more than 0.05 -foot below the grade established by the Engineer.
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070727 WN **
NEED TO GET ENGLISH VERSION OF THIS SSP FROM MATERIALS AT
DISTRICT 8
Use as bond breaker between Lean Concrete Base and PCCP.
Edit appropriately for lime treatment of aggregates.
Include pay item for Asphalt Concrete (Type A Bond Breaker)
1.
10 -1. ASPHALT CONCRETE (TYPE A BOND BREAKER)
Asphalt concrete (Type A Bond Breaker) shall conform to the provisions specified for Type
A asphalt concrete in Section 39, "Asphalt Concrete," of the Standard Specifications and these
special provisions. Asphalt Concrete (Type A, Bond Breaker) shall be placed as shown on the
plans.
2
The aggregate for asphalt concrete (Type A Bond Breaker) shall conform to the 9.5 -mm,
maximum, grading specified in Section 39 -2.02, "Aggregate," of the Standard Specifications.
3
The grade of asphalt binder to be mixed with aggregate for asphalt concrete (Type A,
Bond Breaker) shall be Grade PG 64 -10 AR-40043 and shall conform to the provisions in Section
92, "Asphalt," of the Standard Specifications.
4
- - . . . : • . • . halt concrctc (Type A Bond Breaker) shall be
incr scd by one percent by mass of the aggregate over the amount of asphalt binder dotorminod
for use in Typo A asphalt concrete in conformance with the requirements in California Test 367.
requirements in California Test 379 or in conformance • . - :. • •• - • • - • • -- -
Test 382.
5.* Use when aggregate used for Asphalt Concrete (Type A Bond Breaker)
will be lime treated. Include SSP 39 -20. (Check with the DME. KAK)
The aggregate for asphalt concrete (Type A Bond Breaker) shall be lime treated. Lime
treatment of aggregates shall conform to the requirements of these special provisions. The
aggregate shall meet the quality requirements of Section 39 -2.02, "Aggregates" of the Standard
Specifications prior to treatment with lime.
6
The finished surface of the asphalt concrete (Type A Bond Breaker) shall not extend above
the grade established by the Engineer. Asphalt concrete (Type A Bond Breaker) with a surface
higher than the grade established by the Engineer shall be cold planed until the surface of asphalt
concrete (Type A Bond Breaker) conforms to the tolerances specified. Cold planing equipment
shall be power driven and specifically designed to produce a smooth surface that conforms to the
straight edge requirements specified in Section 39 -6.03, "Compacting" of the Standard
Specifications. Asphalt concrete (Type A Bond Breaker) with a surface lower than 15 mm
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08- 422301
below the grade established by the Engineer shall be removed and replaced with asphalt concrete
(Type A Bond Breaker) which complies with requirements of these specifications.
fir+° 7
Paint binder (tack coat) shall be applied to existing surfaces to be surfaced with asphalt
concrete (Type A Bond Breaker), except when eliminated by the Engineer.
8
Paint binder (tack coat) shall be, at the option of the Contractor, either slow- setting type
asphaltic emulsion, rapid setting asphaltic emulsion or paving asphalt. Slow - setting type
asphaltic emulsion and rapid setting asphaltic emulsion shall conform to the provisions in
Section 39 -4.02, "Prime Coat and Paint Binder (Tack Coat)," and the provisions in Section 94,
"Asphaltic Emulsions," of the Standard Specifications. When paving asphalt is used for paint
binder, the grade will be determined by the Engineer. Paving asphalt shall conform to the
provisions in Section 39 -4.02, "Prime Coat and Paint Binder (Tack Coat)," and the provisions in
Section 92, "Asphalts," of the Standard Specifications.
9
Paint binder (tack coat) shall be applied in the liter per square meter range limits specified for
the surfaces to receive asphalt concrete in the tables below. The exact application rate within the
range will be determined by the Engineer.
10.* Include when asphaltic emulsion is an option for paint binder. Delete
when only paving asphalt is specified for paint binder.
Application Rates for Asphaltic Emulsion Paint Binder (Tack Coat)
for Asphalt Concrete (Type A Bond Breaker) on Portland Cement Concrete Pavement
Type of surface to receive Slow- Setting Asphaltic Emulsion Rapid- Setting Asphaltic Emulsion
paint binder (tack coat) L /m (Note A) L /m (Note B)
Lean Concrete Base 0.20 — 0.35 0.10 — 0.20
Note A: Slow- setting asphaltic emulsion is asphaltic emulsion diluted with additional water. Water shall be added
and mixed with the asphaltic emulsion (containing up to 43 percent water) so the resulting mixture contains one part
asphaltic emulsion and not more than one part added water. The water shall be added by the emulsion producer or
at a facility that has the capability to mix or agitate the combined blend.
Note B: Undiluted rapid - setting asphaltic emulsion.
11. * Include when paving asphalt is an option or specified as paint binder.
Application Rates for Paint Binder (Tack Coat) for
Asphalt Concrete (except Open Graded)
Type of surface to receive paint binder (tack coat) Paving Asphalt
L /m
Lean Concrete Base 0.05 — 0.10
11. Delete when only paving asphalt is specified as paint binder.
When asphaltic emulsion is used as paint binder (tack coat), asphalt concrete (Type A Bond
Breaker) shall not be placed until the applied asphaltic emulsion has completely changed color
from brown to black.
12
White pigmented curing compound shall be applied to the finished surface of the asphalt
concrete (Type A, Bond Breaker) prior to placement of the portland cement concrete pavement.
Pigmented curing compound shall conform to the requirements of ASTM Designation C 309,
Type 2, Class A. Curing compound shall be applied in 2 separate applications to the area to be
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surfaced with portland cement concrete pavement. Each application of curing compound shall
be applied at the approximate rate of one liter per 3.7 m
13
Asphalt Concrete (Type A, Bond Breaker) will bo measured and paid for in the same manner
specified for Typc A asphalt concrete in conformance with the requirements of Section 39 8,
"Measurement and Payment," of the Standard Spocifications.
14
Full compensation for the additional one percent of asphalt binder used in asphalt concrete
(Type A Bond Breaker) and for furnishing and applying white pigmented curing compound to
the surface of the asphalt concrete (Type A Bond Breaker) shall be considered as included in the
contract price paid per tonne for asphalt concrete (Type A Bond Breaker).
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USE WITH 2006 STANDARDS.
Use in ALL projects with asphalt concrete, except Quality Control/Quality
Assurance asphalt concrete projects. The tapered notched wedge option for
longitudinal joints may be allowed for divided highways with asphalt
concrete thicker than 0.15 -foot.
1 *. Enter type of asphalt concrete.
10 -1._ ASPHALT CONCRETE
070727 WN **
GENERAL
Asphalt concrete shall be Type A and shall conform to the provisions in Section 39, "Asphalt
Concrete," of the Standard Specifications and these special provisions.
2. May be used for open graded asphalt concrete (conventional asphalt only)
which is placed in cool climatic conditions. Change 55° F to 45° F when
Grade PG 58 -34 PM is specified.
Open graded asphalt concrete may be placed when the atmospheric temperature is below
70° F, but above 55° F, provided the following requirements are met:
A. The aggregate grading shall be 1/2 -inch maximum.
B. Open graded asphalt concrete shall not be placed in a windrow or stockpile. Open graded
asphalt concrete shall be transferred directly from the hauling vehicle to the asphalt paver
hopper.
C. Open graded asphalt concrete shall be not less than 0.10 -foot in compacted thickness.
2D *. Change 275° F to 325° F and 220° F to 240° F when Grade PG 58 -34
PM is specified.
D. Immediately before adding the asphalt binder to the open graded asphalt concrete
mixture, the temperature of the aggregate shall be not more than 275° F. Open graded
asphalt concrete shall be spread at a temperature of not less than 220° F measured in the
hopper in the asphalt paver.
E. The compaction operation shall be such that the maximum distance between the asphalt
paver and the initial breakdown rolling shall be no greater than 50 feet.
F. During the placement of open graded asphalt concrete, the speed of the asphalt paver
shall not exceed 33 feet per minute.
G. The Contractor shall cover loads of open graded asphalt concrete with tarpaulins. The
tarpaulins shall completely cover exposed open graded asphalt concrete in the hauling
vehicle until the open graded asphalt concrete has been completely transferred into the
asphalt paver hopper.
3 *. Enter type of asphalt concrete and grade of asphalt binder (e.g., Grade
PG XX -XX for unmodified binder or Grade PG XX -XX PM for polymer
modified binder).
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The grade of asphalt binder to be mixed with aggregate for Type A asphalt concrete shall be
Grade PG 64 -28 PM conforming to the provisions in Section 92, "Asphalts," of the Standard
Specifications.
4
The asphalt content of the asphalt mixture will be determined in conformance with the
requirements in California Test 379, or in conformance with the requirements in California
Test 382.
5. Use when asphalt concrete is to be placed in dikes, gutters, gutter flares,
overside drains, and aprons at the ends of drainage structures.
070727 WN ** •
-- .. ... . . - . . • • - • - , _ - , _ - ° •. ,
6 *. Use when aggregate grading for asphalt concrete differs from Standard
Specifications. Enter Type and grading. Specify grading in contract item
only, if more than one grading is to be used and paid for separately on the
project.
070727 WN **
The aggregate for Type asphalt concrete shall conform to the
grading specified in Scction 39 2.02, "Aggregate," of the Standard Specifications.
7. Use when lime treatment of aggregates is required for asphalt concrete.
Edit for type and grading of asphalt concrete. Use only with concurrence of
the District Materials Engineer. If Para 7 is used, delete Para 8.
070727 WN **
Tho aggregate for Type asphalt concrete shall be lime treated in conformance with
8. Use when liquid anti -strip treatment is required for asphalt concrete. Use
only with the concurrence of the District Materials Engineer. If Para 8 is
used, delete Para 7.
070727 WN **
The asphalt concrctc shall be treated with liquid anti strip in conformance with "Liquid Anti
9. Use when PCC Pavement is placed on AC Base.
070727 WN ** •
• 1. ^ • .. ..... , - . •
_. - _ .. - e , .. . - -
., • • . . . . .. -te basc conforms to the tolerances specified. Cold
. •.. •
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Use Paras 10 through 23 on all projects that require SSP 39 -010. Do not edit.
RECLAIMED ASPHALT PAVEMENT
10
The Contractor may produce asphalt concrete using reclaimed asphalt pavement (RAP).
Asphalt concrete produced using RAP shall conform to the provisions for asphalt concrete in this
section, "Asphalt Concrete," and these special provisions. The Contractor may substitute RAP
for a portion of the virgin aggregate in asphalt concrete in an amount not exceeding 15 percent of
the asphalt concrete dry aggregate mass.
11
RAP shall be processed from asphalt concrete removed from pavement surfaces. RAP shall
be stored in stockpiles on smooth surfaces free of debris and organic material. RAP stockpiles
shall consist only of homogeneous RAP. The Contractor may process and stockpile RAP
throughout the project's life. Processing and stockpiling operations shall prevent material
contamination and segregation.
12
The Contractor shall determine the amount of asphalt binder to be mixed with the combined
virgin aggregate and RAP in conformance with the requirements in California Test 367 amended
by Lab Procedure -9 (LP -9), "Hot Mix Asphalt (HMA) Using Up To 15% Reclaimed Asphalt
Pavement (RAP)." LP -9 is available at:
http: / /www. dot. ca .gov /hq /esc /Translab /fpmlab.htm
13
At least 21 days before starting production of asphalt concrete using RAP, the Contractor
shall submit a proposed asphalt concrete mix design in writing to the Engineer. The mix design
submittal shall consist of the following:
A. RAP:
1. Processed stockpile locations.
2. LP -9 test results.
3. Correlation factor for aggregate gradations from California Test 382 and LP -9.
4. Three 70 -pound samples of processed RAP representing the material to be used. The
three samples shall be split from the sample the Contractor uses to determine the mix
design. The Contractor shall obtain and split the samples in conformance with the
requirements in California Test 125 and LP -9.
5. The substitution rate for virgin aggregate and percent RAP.
B. Virgin aggregate and supplemental fine aggregate blend:
1. Percent passing values for each sieve size.
2. Aggregate quality tests results.
3. Each aggregate source to be used including producer, location, and California Mine
Identification number.
4. Percentage of each aggregate stockpile, cold feed, and hot bin to be used.
5. Gradation of each aggregate stockpile, cold feed, and hot bin to be used.
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C. Asphalt binder:
1. Source.
2. Material Safety Data Sheets.
D. Antistrip additives, if used:
1. Name of product.
2. Name of manufacturer.
3. Manufacturer's designation and proposed rate.
4. Location and method of addition.
5. Material Safety Data Sheets.
E. Asphalt concrete:
1. A completed mix design that reflects the percent of RAP to be used including the
electronic worksheet identified in LP -9.
2. In graphical format, stability and air voids versus asphalt binder percentage of asphalt
in conformance with the requirements in CTM 367.
14
Asphalt concrete production using RAP shall not begin until the Engineer approves the mix
design. If the Engineer fails to review the mix design in 21 days, and if, in the opinion of the
Engineer, work completion is delayed as a result of the failure to review, the Engineer will adjust
payment and contract time in conformance with the requirements in Section 8 -1.09, "Right of
Way Delays," of the Standard Specifications.
15
If proposing a change in the RAP substitution rate, the Contractor shall notify the Engineer.
If the substitution rate changes more than 5 percent by dry aggregate mass in the asphalt concrete
mixture, the Contractor shall submit a new mix design.
16
The aggregate gradation for the asphalt concrete produced with RAP shall be calculated
based on the mathematical combination of the virgin aggregate gradation during production and
the daily RAP gradation. RAP shall be sampled and gradation shall be determined in
conformance with the requirements in LP -9. RAP gradations shall be:
A. Determined daily by the Contractor.
B. Used for the mathematical combination of that day's asphalt concrete production.
C. Reported to the Engineer.
17
The Contractor shall perform quality control testing of the RAP source each day asphalt
concrete using RAP is produced.
18
The Contractor shall perform quality control testing of the aggregates and the asphalt
concrete mixture at least once for every 1,000 tons of asphalt concrete using RAP produced, but
not less than 2 tests per day.
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19
Daily, the Contractor shall submit to the Engineer:
A. Results for RAP gradation and the asphalt binder content in RAP determined in
conformance with the requirements in LP -9.
B. Mathematical calculation of the gradation of the virgin aggregate and RAP aggregate
blend.
C. Correlation factor for RAP burn-off determined in conformance with the requirements in
LP -9.
20
RAP proportioning shall conform to the provisions for aggregate proportioning specified in
Section 39 -3.03, "Proportioning," of the Standard Specifications and these special provisions.
The Contractor's mixing equipment shall have a device that safely provides a sample
representative of the virgin aggregate and RAP incorporated into the asphalt concrete. The
Contractor shall sample in conformance with the requirements in California Test 125 and LP -9.
21
The temperature of asphalt concrete using RAP shall not exceed 330° F.
22
If batch mixing is used, RAP shall be kept separate from the virgin aggregate until both
ingredients enter the weighhopper or pugmill. After introduction to the pugmill and before
asphalt binder is added, the mixing time for the virgin aggregate and RAP shall not be less than
�^ 5 seconds. After asphalt binder is added, the mixing time shall not be less than 30 seconds.
� 23
If continuous mixing is used, the RAP shall be protected from direct contact with the burner
flame with a device such as a shield, separator, or second drum.
PAINT BINDER (TACK COAT)
24
Paint binder (tack coat) shall be applied to existing surfaces to be surfaced and between
layers of asphalt concrete, except when eliminated by the Engineer.
25. Include when only paving asphalt is to be used as paint binder. Delete
when asphaltic emulsion is included as an option for paint binder.
Paint binder (tack coat) shall be paving asphalt conforming to the provisions in
Section 39 -4.02, "Prime Coat and Paint Binder (Tack Coat)," and Section 92, "Asphalts," of the
Standard Specifications. The grade of paving asphalt to be used as paint binder will be
determined by the Engineer.
26. Delete when Para 25 is used.
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Paint binder (tack coat) shall be, at the option of the Contractor, either slow setting asphaltic
and rapid setting asphaltic emulsion shall conform to the provisions in Section 39 4.02, "Prime
Coat and Paint Binder (Tack Coat)," and the provisions in Section 91, "Asphaltic Emulsions," of
determined by the Engineer. Paving asphalt shall conform to the provisions in Section 39 4.02,
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"Prime Coat and Paint Binder (Tack Coat)," and the provisions in Section 92, "Asphalts," of the
27
Paint binder (tack coat) shall be applied in the gallon per square yard range limits specified
for the surfaces to receive asphalt concrete in the tables below. The exact application rate within
the range will be determined by the Engineer.
28. Include when asphaltic emulsion is an option for paint binder. Delete
when only paving asphalt is specified for paint binder or no dense graded
asphalt concrete is on the project.
Application Rates for Asphaltic Emulsion Paint Binder (Tack Coat) on Asphalt Concrete (except Open Graded) and
on Portland Cement Concrete Pavement (PCCP)
Type of surface to receive Slow - Setting Asphaltic Emulsion Rapid - Setting Asphaltic Emulsion
paint binder (tack coat) gal/sq yd (Note A) gal/sq yd (Note B)
Dense, compact surfaces, 0.04 - 0.08 0.02 - 0.04
between layers, and on PCCP
Open textured, or dry, 0.08 - 0.20 0.04 - 0.09
aged surfaces
Note A: Slow - setting asphaltic emulsion is asphaltic emulsion diluted with additional water. Water shall be
added and mixed with the asphaltic emulsion (containing up to 43 percent water) so the resulting mixture
contains one part asphaltic emulsion and not more than one part added water. The water shall be added
by the emulsion producer or at a facility that has the capability to mix or agitate the combined blend.
Note B: Undiluted rapid - setting asphaltic emulsion.
29. Include when paving asphalt is an option or specified as paint binder on
dense graded asphalt concrete.
Application Rates for Paint Binder (Tack Coat) on
Asphalt Concrete (except Open Graded) and on Portland Cement
Concrete Pavement (PCCP)
Type of surface to receive paint binder (tack coat) Paving Asphalt
gal/sq yd
Dense, compact surfaces, between layers, and on 0.01 — 0.02
PCCP
Open textured, or dry, aged surfaces 0.02 — 0.06
30. Include when asphaltic emulsion is an option for paint binder. Delete
when only paving asphalt is specified for paint binder or when no open
graded asphalt concrete is on the project.
Application Rates for Asphaltic Emulsion Paint Binder (Tack Coat) on Open Graded Asphalt Concrete
Type of surface to receive Slow- Setting Asphaltic Emulsion Rapid- setting Asphaltic Emulsion
paint binder (tack coat) gal/sq yd (Note A) gal/sq yd (Note B)
Dense, compact surfaces 0.06 - 0.11 0.02 - 0.06
and between layers
Open textured, or dry, 0.11 - 0.24 0.06 - 0.12
aged surfaces
Note A: Slow- setting asphaltic emulsion is asphaltic emulsion diluted with additional water. Water shall be
added and mixed with the asphaltic emulsion (containing up to 43 percent water) so the resulting mixture
contains one part asphaltic emulsion and not more than one part added water. The water shall be added
by the emulsion producer or at a facility that has the capability to mix or agitate the combined blend.
Note B: Undiluted rapid - setting asphaltic emulsion.
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31. Include when paving asphalt is an option or specified for paint binder for
open graded asphalt concrete. Delete when no open graded asphalt concrete
is on the project.
Application Rates for Paint Binder (Tack Coat) on
Open Graded Asphalt Concrete
Type of surface to receive paint binder (tack coat) Paving Asphalt
gal/sq yd
Dense, compact surfaces and between layers 0.01 - 0.03
Open textured, or dry, aged surfaces 0.03 - 0.07
32. Delete when paving asphalt is specified as paint binder.
When asphaltic emulsion is used as paint binder (tack coat), asphalt concrete shall not be
placed until the applied asphaltic emulsion has completely changed color from brown to black.
COMPACTION
33. Use when the project includes at least 15,000 tons of asphalt concrete and
asphalt concrete base combined to be placed in layers greater than 0.15 -foot
and in widths 5 feet or more. Add "and asphalt concrete base" after asphalt
concrete in both sentences when the project includes asphalt concrete base.
Asphalt concrete placed in layers of 0.15 -foot or less in compacted thickness or widths of
less than 5 feet shall be spread and compacted with the equipment and by the methods
conforming to the provisions in Section 39, "Asphalt Concrete," of the Standard Specifications.
Other asphalt concrete shall be compacted and finished in conformance with the provisions in
Section 39 and the following:
A. The provisions in Section 39 -5.02, "Compacting Equipment," of the Standard
Specifications shall not apply.
B. The Contractor shall furnish a sufficient number of rollers to obtain the compaction
specified in these special provisions and the surface finish required by the Standard
Specifications and these special provisions.
C. Rollers shall be equipped with pads and water systems that prevent sticking of asphalt
mixtures to the pneumatic -tired or steel -tired wheels. A parting agent that will not
damage the asphalt mixture may be used.
D. The second paragraph in Section 39 -6.01, "General Requirements," of the Standard
Specifications shall not apply.
E. Asphalt concrete and asphalt concrete base shall be compacted to obtain the specified
relative compaction before the temperature of the mixture drops below 150° F.
Additional rolling to achieve the specified relative compaction will not be permitted after
the temperature of the mixture drops below 150° F or once the pavement is opened to
public traffic. When vibratory rollers are used as finish rollers the vibratory unit shall be
turned off.
F. The fifth and seventh through tenth paragraphs of Section 39 -6.03, "Compacting," of the
Standard Specifications shall not apply.
G. Asphalt concrete and asphalt concrete base shall be compacted to a relative compaction
of not less than 96 percent and shall be finished to the lines, grades, and cross section
shown on the plans. In -place density of asphalt concrete and asphalt concrete base will
be determined before opening the pavement to public traffic.
H. Relative compaction will be determined by California Test 375.
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I. If the test results for a quantity of asphalt concrete or asphalt concrete base indicate that
the relative compaction is below 96 percent, the Contractor will be notified. Asphalt
concrete or asphalt concrete base spreading operations shall not continue until the
Contractor has notified the Engineer of the adjustment that will be made in order to meet
the specified relative compaction.
J. If the test results for a quantity of asphalt concrete or asphalt concrete base indicate that
the relative compaction is less than 96 percent, the asphalt concrete or asphalt concrete
base represented by that quantity shall be removed, except as otherwise provided in these
special provisions. If requested by the Contractor and approved by the Engineer, asphalt
concrete or asphalt concrete base with a relative compaction of 93 percent or greater may
remain in place and the Contractor shall pay to the State the amount of reduced
compensation for the quantity with relative compaction less than 96 percent and greater
than or equal to 93 percent. The Department will deduct the amount of reduced
compensation from moneys due, or that may become due, the Contractor under the
contract. The amount of reduced compensation the Contractor shall pay to the State will
be calculated using the total tons in the quantity with relative compaction less than
96 percent and greater than or equal to 93 percent multiplied by the contract price per ton
for asphalt concrete or asphalt concrete base involved multiplied by the following
compensation factors:
Relative Compaction Reduced Compensation Relative Compaction Reduced Compensation
(Percent) Factor (Percent) Factor
96.0 0.000 94.4 0.062
95.9 0.002 94.3 0.068
95.8 0.004 94.2 0.075
95.7 0.006 94.1 0.082
95.6 0.009 94.0 0.090
95.5 0.012 93.9 0.098
95.4 0.015 93.8 0.108
95.3 0.018 93.7 0.118
95.2 0.022 93.6 0.129
95.1 0.026 93.5 0.142
95.0 0.030 93.4 0.157
94.9 0.034 93.3 0.175
94.8 0.039 93.2 0.196
94.7 0.044 93.1 0.225
94.6 0.050 93.0 0.300
94.5 0.056
LONGITUDINAL JOINTS
Include Paras 34 through 39 when allowing for the option of a tapered
notched wedge.
34
At the Contractor's option longitudinal joints may be constructed using a device attached to
the screed that will form a tapered notched wedge in a single pass. Longitudinal joints
constructed with a tapered notched wedge shall be compacted to a minimum relative compaction
of 93 percent. If longitudinal joints are constructed in this manner, the Contractor shall conduct
quality control testing in conformance with the provisions in Section 6 -3.02, "Testing By
Contractor," of the Standard Specifications, and provide results that include the following:
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A. Relative compaction values of the completed longitudinal joints tested using a nuclear
gauge which has been calibrated and correlated with core densities in conformance with
the requirements in California Test 375 Parts 1 and 2.
B. Nuclear density values taken at the rate of one test for each 750 -foot section along the
completed longitudinal joint. The Contractor shall select random locations for testing
within each 750 -foot section.
C. Nuclear density values taken at the centerline of the completed longitudinal joint,
6 inches from the upper vertical notch after the adjacent lane is placed and before
opening the pavement to traffic.
D. Maximum density test results.
E. Relative compaction values of the longitudinal joint determined as the ratio of the
average of the nuclear density values taken from each 750 -foot section and the maximum
density test results.
35
Relative compaction values shall be determined each day the joint is completed and delivered
to the Engineer within 24 hours of testing. If the relative compaction of one day's production is
less than 90 percent, placement of the tapered notched wedge shall not continue until the
Contractor has notified the Engineer of the adjustment that will be made in order to meet the
specified relative compaction. If the relative compaction for 3 day's production is less than
90 percent, the Contractor shall notify the Engineer and suspend use of the tapered notched
wedge device.
36
The Engineer will determine relative compaction values for the completed longitudinal joint
at the completion of paving as follows:
A. The Engineer will determine relative compaction by using 6 -inch diameter cores obtained
within the one -foot section of pavement at the completed longitudinal joint.
B. The Contractor shall obtain two 6 -inch diameter cores taken 6 inches from the upper
vertical notch of the completed longitudinal joint for every 3,000 feet along the
completed longitudinal joint at locations designated by the Engineer. Cores shall be
obtained after the adjacent lane is placed and before opening the pavement to traffic.
Cores shall be obtained in the presence of the Engineer and shall be marked to identify
the test sites.
C. The Contractor shall deliver the cores to the Engineer. One core will be used for
determination of the relative density and one core will be used for dispute resolution.
D. The Engineer will determine the bulk specific gravity of the cores in conformance with
the requirements of California Test 308, Method A.
E. Relative compaction will be calculated as the ratio of the average of the core densities
from each day's production to the maximum density test value determined in
conformance with the requirements in California Test 375, Part 6.
37
Quantities of asphalt concrete placed in the completed longitudinal joint that fail to meet the
relative compaction requirements of these special provisions will be subject to reduced
compensation. The reduction in compensation shall be determined as follows:
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A. Quantity = one foot x 3,000 feet x (thickness of the layer placed) x (maximum density
test value) x (relative compaction value).
B. Reduction in compensation = Quantity x (reduction factor) x (contract item price).
C. The reduction factor will be determined using the following table:
Relative Compaction Reduced Compensation Relative Compaction Reduced Compensation
(Percent) Factor (Percent) Factor
93.0 0.000 91.4 0.062
92.9 0.002 91.3 0.068
92.8 0.004 91.2 0.075
92.7 0.006 91.1 0.082
92.6 0.009 91.0 0.090
92.5 0.012 90.9 0.098
92.4 0.015 90.8 0.108
92.3 0.018 90.7 0.118
92.2 0.022 90.6 0.129
92.1 0.026 90.5 0.142
92.0 0.030 90.4 0.157
91.9 0.034 90.3 0.175
91.8 0.039 90.2 0.196
91.7 0.044 90.1 0.225
91.6 0.050 90.0 0.300
91.5 0.056
38
" * Quantities of asphalt concrete placed in the completed longitudinal joint that meet the
relative compaction requirements of these special provisions will not be measured as part of the
quantity of asphalt concrete placed in the paved lane and will not be subject to reduced
compensation or removal as determined by the relative compaction of the lane widths involved.
39
In addition to the cores taken every 3,000 feet along the completed longitudinal joint, the
Contractor shall take 6 -inch diameter cores every 10,000 feet approximately 3 feet and 9 feet
perpendicular from the 3,000 -foot core test sites. Cores may be taken on either side of the
completed longitudinal joint. The Contractor shall mark core samples to identify the test sites.
The Contractor shall determine the bulk specific gravity of each core in conformance with
California Test 308, Method A and relative compaction as specified in these special provisions.
Results of this testing shall be for reporting only.
c
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{ XE "40- 010_E_A01- 05 -07" }
Page 1 of 25
USE WITH 2006 STANDARDS.
Use in projects for construction of PCC pavements and shoulders WITH
DOWEL BARS at transverse weakened plane joints. Do not use for Rapid
Strength Concrete Pavement.
Include at least $1,500 under Supplemental Work in the Engineer's Estimate
to cover payment for an instructor for the Just -In- Time - Training class and
his /her lodging, travel, meals and presentation materials.
Include Standard Plans P1, P10 & P18 for doweled transverse joints,
Standard Plan P20 for joint seals, Standard Plans P12 and P17 for optional
baskets for dowel bars and tie bars, Standard Plan P30 for pavement
transitions, Standard Plan P35 for PCC ramp gore area paving, and
Standard Plans P45 & 46 for drainage inlets (DI) in PCC Shoulders. Use
Standard Plan P2, when widened truck lane is included with AC shoulder
and include rumble strips when directed by Traffic. Add SSPs 40 -200 or 40-
210 and contract items as applicable.
In the Engineer's Estimate provide contract items for seal pavement joint
and seal longitudinal isolation joint.
On shorter duration contracts involving concrete pavement, provide
adequate number of working days to cover submittal of tests and samples
required for Contractor to determine mix proportions for pavement
concrete. METS — Rigid Pavement & Structural Concrete Unit estimates
90 days prior to starting concrete pavement work is required.
Add SSP 05 -020 to SSP 05 -010 "Order of Work," drawing attention to
"Contractor furnishing tests and mix proportions for concrete to be used in
concrete pavement," "Prepaying Conference," "Just -In -Time Training,"
and "Test Strip," when included in project.
Select one of 3 joint seals. Silicone, asphalt rubber, or compression seal.
Check with District Materials Engineer and District Maintenance, for
recommendation.
When pavement is placed next to an existing lane, the existing lane shall be
ground and spans shall be repaired as a first order of work and will be paid
for as separate items. Add SSP 42 -050 for pavement grinding, and SSP
41 -150, or 41 -151 for shall repairs.
Use Contract Item Codes:
404092 Seal Pavement Joint
404094 Seal Longitudinal Isolation Joint
10 -1. JOINTED PLAIN CONCRETE PAVEMENT
GENERAL
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Jointed plain concrete pavement shall be constructed in conformance with the provisions in
Section 40, "Portland Cement Concrete Pavement," of the Standard Specifications and these
special provisions, and as shown on the plans.
2
Insert method for forming joints in pavement shall not be used.
3
PREPAVING CONFERENCE
Supervisory personnel of the Contractor and subcontractors who are to be involved in the
concrete paving work shall meet with the Engineer at a prepaying conference, at a mutually
agreed time, to discuss methods of accomplishing the paving work.
4
The Contractor shall provide a facility for the prepaying conference within 3 miles of the
construction site or at a nearby location agreed to by the Engineer. Attendance at the prepaying
conference is mandatory for the Contractor's project superintendent, paving construction
foreman, subcontractor's workers, including foremen and personnel performing saw cutting, joint
sealing, concrete plant manager, and concrete plant operator. Conference attendees shall sign an
attendance sheet provided by the Engineer. Production and placement shall not begin nor
proceed unless the above - mentioned personnel have attended the mandatory prepaying
conference.
5. Do not edit Para 5 through Para 9 without HQ Construction approval.
Exception documentation for edit approvals from HQ Construction must be
included with PS &E submittals to ES -OE.
JUST -IN -TIME TRAINING
Attending a 4 -hour Just -In -Time Training (JITT) shall be mandatory, and consist of a formal
joint training class on portland cement concrete and paving techniques. Construction operations
for portland cement concrete paving shall not begin until the Contractor's and the Engineer's
personnel have completed the mandatory JITT. The Contractor's personnel included in the list of
participants for the prepaying conference as well as the Engineer's representatives shall attend
JITT. JITT shall be in addition to the prepaying conference.
6
The JITT class will be conducted for not less than 4 hours on portland cement concrete
pavement and paving techniques. The training class may be an extension of the prepaying
conference and shall be conducted at a project field location convenient for both the Contractor
and the Engineer. The JITT class shall be completed at least 15 days, not including Saturdays,
Sundays or holidays, prior to the start of portland cement concrete paving operations. The class
shall be held during normal working hours.
7
The JITT instructor shall be experienced in the construction methods, materials, and test
methods associated with construction of portland cement concrete pavement and paving
techniques. The instructor shall not be an employee of the Contractor or a member of the
Engineer's field staff A copy of the course syllabus, handouts, and presentation material shall be
submitted to the Engineer at least 7 days before the day of the training. The Contractor and the
Engineer shall mutually agree to course instructor, the course content, and training site. The
instructor shall issue a certificate of completion to the participants upon completion of the class.
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The certificate of completion shall include the course title, date and location of the class, the
name of the participant, instructor's name, location and telephone number.
8
The Contractor's or Engineer's personnel involved with portland cement concrete paving
operations will not be required to attend JITT if they have completed equivalent training within
the previous 12 months of the date of the JITT for this project. The Contractor shall provide a
certificate of class completion as described above for each staff member to be excluded from the
JITT class. The Engineer will provide the final determination for exclusion of staff member's
participation. Attendees of the JITT shall complete, and submit to the Engineer, an evaluation of
the training. The Engineer will provide the course evaluation form.
9
Just -In -Time Training shall not relieve the Contractor of responsibility under the contract for
the successful completion of the work in conformance with the requirements of the plans and
specifications.
10. Delete Para 10 through Para 17 when there is less than 2,000 cubic yards
quantity of concrete paving on the project. Delete references to dowel bar
inserter in Para 10 through 17 if dowel bar inserters are not allowed.
TEST STRIP
At the beginning of paving operations, the Contractor shall construct a test strip of concrete
pavement from 650 feet to 1,000 feet in length. The paving width for the test strip shall be the
same as that intended by the Contractor for production work. The Contractor shall use the same
equipment to construct the test strip for the remainder of the paving operations, except as
specified in this section. The Contractor shall not begin paving operations until the test strip has
been evaluated in conformance with the provisions in Section 40 -1.10, "Final Finishing," of the
Standard Specifications regarding surface straight edge requirements, and "Profile Index" in this
section; for dowel and tie bar alignment verification; concrete quality (except modulus of
rupture); and pavement thickness. Additional test strips will be required when:
1. A portion of a test strip fails to conform to the provisions in Section 40 -1.10, "Final
Finishing," of the Standard Specifications for straight edge requirements;
2. A portion of the test strip fails to conform to profile requirements;
3. The Contractor proposes different paving equipment, including a batch plant, paver,
dowel bar inserter, tie bar inserter, tining, or curing equipment;
4. The dowel bar tolerances are not met;
5. The pavement thickness deficiency is greater than 1/2 inch after grinding; or
6. A change in concrete mix proportions has occurred.
11
The Contractor shall perform coring of the test strips as part of the dowel and tie bar
placement tolerance verification, and pavement thickness verification. The Engineer will select a
minimum of six dowel bars that will be cored for each test strip. The Engineer will have the
option of selecting up to 6 tie bars that will be cored for each test strip. After removal of cores,
voids in concrete pavement shall be cleaned and filled with hydraulic cement grout conforming
to the provisions in "Core Drilling for Dowel Placement Alignment Assurance Testing" in this
section.
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12
Before mechanical dowel bar inserters are used, the Contractor shall demonstrate that the
insertion equipment will not leave surface irregularities such as depressions, dips, or high areas
adjacent to the dowel bar insertion point, or voids or segregation around dowel bars.
13
Before placement of the test strip, the Contractor shall submit a written procedure to locate
transverse weakened plane joints that will coincide with the center of the dowel bars being
placed and locating the tie bars along the longitudinal joints. This procedure shall be submitted
prior to the prepaying conference, and shall describe the control of inadvertent covering of paint
markings after applying curing compound, excessive paint spray producing too large a paint dot
marking for the accuracy required, misalignment by transferring marking spots, and inadequate
staking of joints.
14
Construction of concrete pavement shall not proceed until the Engineer has completed an
evaluation of the test strip. The Engineer shall be allowed 3 days, not including Saturdays,
Sundays and legal holidays, to evaluate the test strip. If, in the opinion of the Engineer, the
Contractor's controlling operation is delayed or interfered with by reason of the Engineer not
completing the evaluation of the test strip within the time specified, the delay will be considered
a right of way delay in conformance with the provisions in Section 8 -1.09, "Right of Way
Delays," of the Standard Specifications. Test strips failing to conform to the specifications for
concrete pavement shall be removed. Additional test strips shall be constructed until the
Contractor constructs a test strip that conforms to the specifications for concrete pavement.
Additional test strips shall conform to the requirements in this section, except the test strip shall
be 650 feet in length.
15
Prior to constructing additional test strips, the Contractor shall change methods or equipment
to construct a test strip that conforms to the provisions in Section 40 -1.10, "Final Finishing," of
the Standard Specifications, "Profile Index" of this section, and dowel bar alignment verification,
without grinding or other corrective work.
16
The Engineer may waive the initial test strip if the Contractor proposes to use a batch plant
mixer and paving equipment with the same personnel that were satisfactorily used on a
Department project within the preceding 12 months. The personnel shall be individuals listed in
the prepaying conference used on a preceding Department project.
17
Materials resulting from the construction and removal of rejected test strips shall become the
property of the Contractor and shall be removed and disposed of in conformance with the
provisions in Section 7 -1.13, "Disposal of Material Outside the Highway Right of Way," of the
Standard Specifications.
18
MATERIALS
Concrete
Attention is directed to Section 90, "Portland Cement Concrete," of the Standard
Specifications, regarding mix proportions for concrete being determined by the Contractor.
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19
Primary aggregate gradings shall conform to the gradation requirements of Section 90 -3,
"Aggregate Gradings," of the Standard Specifications. When combined in the proportions
determined by the Contractor, the percent passing the 3/8 -inch sieve and retained on the No. 8
sieve shall not be less than 16 percent of the total aggregate.
20
The cementitious material content shall not exceed 675 pounds per cubic yard.
21. Include when the project is within the mile post limits shown for Climate
Area II or III of Appendix 4C of the PS &E Guide. Change 4 % to 6 % when
project is within Climate Area III. Delete when project is within Climate
Area I.
070727 WN **
- - . - - ... . - . . -- • - - o - - •rovisions in Section 90 1, "Admixtures," of
- - .., .., . . , . . : added to the concrete pavement in the amount required to
22
Tie Bars
Tie bars shall be deformed reinforcing steel bars conforming to the requirements of ASTM
Designation: A 615/A 615M, Grade 40 or 60, A 996/A 996M, Grade 50 or 60, or
A 706/A 706M. Tie bars shall be epoxy- coated in conformance with the requirements in ASTM
Designation: A 934/A 934M or A 775/A 775M and the provisions in Section 52- 1.02B, "Epoxy -
coated Reinforcement," of the Standard Specifications, except the epoxy - coating thickness after
curing shall be between 7 mils to 16 mils. Fabrication, sampling and jobsite handling shall
conform to the requirements in ASTM Designation: D 3963 and the provisions in
Section 52- 1.02B, "Epoxy- coated Reinforcement," of the Standard Specifications, except the
2 samples shall be 30 inches long. Epoxy- coated tie bars shall not be bent.
23
Epoxy (Drill and Bond)
Epoxy for bonding tie bars and dowel bars to portland cement concrete shall be a two -
component, epoxy- resin, conforming to the requirements of ASTM Designation: C 881, Type V,
Grade 3 (Non- Sagging), Class A, B or C. The class used shall be dependent on the internal
temperature of the hardened concrete at the time the epoxy is to be applied. Class A shall be
used when the internal temperature is below 40 °F, but not lower than recommended by the
manufacturer. Class B shall be used when the internal temperature is from 40 °F to 60 °F.
Class C shall be used when the internal temperature is above 60 °F, but not higher than
recommended by the manufacturer. A Certificate of Compliance in conformance with the
provisions in Section 6 -1.07, "Certificates of Compliance," of the Standard Specifications shall
be furnished with the epoxy. A copy of the manufacturer's recommended installation procedure
shall be provided to the Engineer at least 7 days prior to the start of work. Epoxy shall be
applied in conformance with the manufacturer's recommendations.
c
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24
Dowel Bars
Dowel bars shall be plain round smooth, epoxy- coated steel conforming to the requirements
in ASTM Designation: A 615/A 615M, Grade 40 or 60, the details shown on the plans and the
provisions in Section 52- 1.02B, "Epoxy-coated Reinforcement," of the Standard Specifications,
except that the two samples required in ASTM Designation: D 3963/D 3963M shall be
18 inches long. Epoxy coating of dowel bars shall conform to the provisions in ASTM
Designation: A 884/A 884M, Class A, Type 1 or Type 2, except that the bend test shall not
apply.
25
Dowel bars shall be free from burrs or other deformations detrimental to free movement of
the bars in the concrete.
26
Bond Breaker
Dowel bars shall be lubricated with a bond breaker over the entire bar. A bond breaker
application of petroleum paraffin based lubricant or white - pigmented curing compound shall be
used to coat the dowel bars completely prior to placement. Oil and asphalt based bond breakers
shall not be used. Paraffin based lubricant shall be Dayton Superior DSC BB -Coat or Valvoline
Tectyl 506 or an approved equal. Paraffin based lubricant shall be factory applied. White
pigmented curing compound shall conform to the requirements of ASTM Designation: C 309,
Type 2, Class A, and shall contain 22 percent minimum nonvolatile vehicles consisting of at
�* least 50 percent paraffin wax. Curing compound shall be applied in 2 separate applications, the
{ 1r ,, last application not more than 8 hours prior to placement of the dowel bars. Each application of
curing compound shall be applied at the approximate rate of one gallon per 15 square yards.
27
Dowel Bar Baskets
Dowel bar baskets shall be manufactured with a minimum welded wire gage number of
MW 65. Baskets shall be either U -frame or A -frame shape. J -frame shapes shall not be used.
Baskets shall be fabricated in conformance with the requirements in ASTM Designation: A 82.
Welding of baskets shall conform to the requirements in AASHTO Designation: M 254. A
broken weld will be a cause for rejection of the basket. Baskets shall be Class A, Type 1 epoxy -
coated in conformance with the requirements in ASTM Designation: A 884/A 884M.
Fabrication and job -site handling shall conform to the requirements in ASTM Designation:
D 3963 and the provisions in Section 52- 1.02B, "Epoxy-coated Reinforcement," of the Standard
Specifications, except that sampling of epoxy- coated wire reinforcement will not be required. A
Certificate of Compliance conforming to the provisions in Section 6 -1.07, "Certificates of
Compliance," shall be furnished for each shipment of epoxy- coated wire reinforcement
certifying that the coated bars conform to the requirements in ASTM Designation:
A 884/A 884M and the provisions in Section 52- 1.02B, "Epoxy-coated Bar Reinforcement," of
the Standard Specifications. The Certificate of Compliance shall include the certifications
specified in ASTM Designation: A 884/A 884M and a statement that the coating material has
been pre - qualified by acceptance testing performed by the Valley Forge Laboratories, Inc.,
Devon, Pennsylvania.
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28. Include when concrete pavement is to be placed on lean concrete base,
asphalt concrete base, asphalt treated permeable base, or cement treated
permeable base.
Concrete fasteners shall be used for anchoring dowel bar baskets to lean concrete base,
asphalt concrete base, asphalt treated permeable base, or cement treated permeable base.
Concrete fasteners shall be driven fasteners such as concrete nails, used specifically for fastening
to hardened concrete, or asphalt concrete base. Concrete fasteners shall conform to the
requirements of ASTM Designation: F 1667. Concrete nails used as fasteners on lean concrete
base or asphalt concrete base shall have a minimum shank diameter of 5/32 inch with a minimum
shank length of 2 -1/2 inches. Concrete nails used as fasteners on asphalt treated or cement
treated permeable base shall have a minimum shank diameter of 5/32 inch with a minimum
shank length of 4 -3/4 inches. Shank length shall be the distance from the point to the bottom of
the nail head. Clips and washers shall be commercial quality manufactured for use with dowel
bar baskets. The surface of concrete fasteners, clips, and washers shall be either zinc
electroplated or galvanized with a minimum coating thickness of 0.2 -mil.
29
Tie Bar Baskets
Tie bar baskets shall be manufactured with a minimum welded wire gage number of MW 65.
Baskets shall be either U -frame or A -frame shape. J -frame shapes shall not be used. Tie bar
baskets shall be fabricated in conformance with the requirements in ASTM Designation: A 82.
Welding of baskets shall conform to the requirements in AASHTO Designation: M 254. A
broken weld will be a cause for rejection of the basket. Baskets shall be Class A, Type 1 epoxy -
coated in conformance with the requirements in ASTM Designation: A 884/A 884M.
Fabrication and job -site handling shall conform to the requirements in ASTM Designation:
D 3963 and the provisions in Section 52- 1.02B, "Epoxy-coated Reinforcement," of the Standard
Specifications, except that sampling of epoxy- coated wire reinforcement will not be required. A
Certificate of Compliance conforming to the provisions in Section 6 -1.07, "Certificates of
Compliance," shall be furnished for each shipment of epoxy- coated wire reinforcement
certifying that the coated bars conform to the requirements in ASTM Designation:
A 884/A 884M and the provisions in Section 52- 1.02B, "Epoxy- coated Bar Reinforcement," of
the Standard Specifications. The Certificate of Compliance shall include the certifications
specified in ASTM Designation: A 884/A 884M and a statement that the coating material has
been pre - qualified by acceptance testing performed by the Valley Forge Laboratories, Inc.,
Devon, Pennsylvania.
30. Include when concrete pavement is to be placed on lean concrete base,
asphalt concrete base, asphalt treated permeable base, or cement treated
permeable base.
Concrete fasteners shall be used for anchoring tie bar baskets to lean concrete base, asphalt
concrete base, asphalt treated permeable base, or cement treated permeable base. Concrete
fasteners shall be driven fasteners such as concrete nails, used specifically for fastening to
hardened concrete, or asphalt concrete base. Concrete fasteners shall conform to the
requirements of ASTM Designation: F 1667. Concrete nails used as fasteners on lean concrete
base or asphalt concrete base shall have a minimum shank diameter of 5/32 inch with a minimum
shank length of 2 -1/2 inches. Concrete nails used as fasteners on asphalt treated or cement
,i treated permeable base shall have a minimum shank diameter of 5/32 inch with a minimum
shank length of 4 -3/4 inches. Shank length shall be the distance from the point to the bottom of
the nail head. Clips and washers shall be commercial quality manufactured for use with tie bar
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baskets. The surface of concrete fasteners, clips, and washers shall be either zinc electroplated or
galvanized with a minimum coating thickness of 0.2 -mil.
31
Reinforcement
Reinforcement shall be epoxy coated and shall conform to the provisions in Section 52,
"Reinforcement," of the Standard Specifications.
32. Use Paras 32 through 34 if silicone joint sealant is to be used.
Silicone Joint Sealant
Low modulus silicone joint sealant shall be furnished in a one -part silicone formulation.
Acid cure sealant shall not be used. The compound shall be compatible with the surface to
which it is applied and shall conform to the following requirements:
Property 1 Test Method 1 Requirement
Tensile stress, 150% elongation, 7 -day cure at 77° F °±2° F and ASTM D 412 45 psi max.
45% to 55% R.H.e (Die C)
Flow at 77° F °±2° F ASTM C 639a Shall not flow from channel
Extrusion Rate at 77° F °±2° F ASTM C 603b 3 to 9 ounces /minute
Specific Gravity ASTM D 792 1.01 to 1.51
Method A
Durometer Hardness, at 0° F, Shore A, cured 7 days at ASTM C 661 10 to 25
77° F °±2° F
Ozone and Ultraviolet Resistance, after 5,000 hours ASTM C 793 No chalking, cracking or
bond loss
Tack free at 77° F °±2° F and 45% to 55% R.H.e ASTM C 679 Less than 75 minutes
Elongation, 7 day cure at 77° F °±2° F and 45% to 55% R.H.e ASTM D 412 500 percent min.
(Die C)
Set to Touch, at 77° F °±2° F and 45% to 55% R.H.e ASTM D 1640 Less than 75 minutes
Shelf Life, from date of shipment — 6 months min.
Bond, to concrete mortar- concrete briquettes, air cured 7 days at AASHTO
77° F °±2° F T 132° 50 psi min.
Movement Capability and Adhesion, 100% extension at 0° F ASTM C 719d No adhesive or cohesive
after, air cured 7 days at 77° F °±2° F, and followed by 7 days in failure after 5 cycles
water at 77° F °±2° F
Notes:
a. ASTM Designation: C 639 Modified (15 percent slope channel A).
b. ASTM Designation: C 603, through 1/8 inch opening at 50 psi.
c. Mold briquettes in conformance with AASHTO Designation: T 132, sawed in half and bonded with a
1/16 inch maximum thickness of sealant and tested in conformance with AASHTO Designation: T 132.
Briquettes shall be dried to constant mass at 212 ±10° F.
d. Movement Capability and Adhesion: Prepare 12" x 1" x 3" concrete blocks in conformance with ASTM
Designation: C 719. A sawed face shall be used for bond surface. Seal 2 inches of block leaving 1/2 inch on
each end of specimen unsealed. The depth of sealant shall be 3/8 inch and the width 1/2 inch.
e. R.H. equals relative humidity.
33
The silicone joint sealant shall be formulated to cure rapidly enough to prevent flow after
application on grades of up to 15 percent.
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34
A Certificate of Compliance for the silicone sealant shall be furnished to the Engineer in
conformance with the provisions in Section 6 -1.07, "Certificates of Compliance," of the Standard
Specifications. The Certificate shall also be accompanied with a certified test report of the
results of the required tests performed on the sealant material within the previous 12 months
prior to proposed use. The Certificate and accompanying test report shall be provided for each
lot of silicone joint sealant prior to use on the project.
35. Use Paras 35 through 39 if asphalt rubber sealant is to be used.
070727 WN **
. . ... .., -- _ ..' -- -- !- _ .
materials ground so that 100 percent will pass a No. 8 sieve. The mixture shall contain
blending.
2. The asphalt rubber s alant shall have a Ring and Ball softening point of 135° F
T 53.
3. The asphalt rubber sca.lant material shall be capable of being melted and applied to cracks
and joints at temperatures below 400° F.
c
36
The penetration requirement of Section 4.2 of ASTM Designation: D 3405 shall not apply.
- ! ° - _ .
37
Thc resilience requirement of Section 4.5 of ASTM Designation: D 3405 shall not apply.
38
conforming to the requirements of ASTM Designat' . : ` ' = , • . - - - • .
the project.
39
manufacturer's written instructions and the details shown on the plans. Thc manufacturer's
cea.lant materials shall not be placed when the pavement surface temperature is below 50° F.
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40. Use Paras 40 and 41 if preformed compression seals are to be used.
• . . •• . „ , • ' 070727 WN **
Preformed compression steals shall conform to the requirements of ASTM Designation:
. - _ - 9- ! : .
41
- . . . . - .. - - - - - - - . . - • precautionary instructions for use. The Ccrtificat- - . • - - . - - -• - • - . - - -
.
42. Delete if only Preformed Compression Seals are used.
Foam Backer Rods
Foam backer rods shall be Type 1, conforming to the requirements of ASTM Designation:
D 5249. Foam backer rods shall have a diameter prior to placement at least 25 percent greater
than the width of the sawcut and shall be expanded, crosslinked, closed -cell polyethylene foam
that is compatible with the joint sealant so that no bond or adverse reaction occurs between the
rod and sealant. Hot applied sealant that will melt the foam backer rod shall not be used. The
Contractor shall submit a manufacturer's data sheet verifying that the foam backer rod is
compatible with the sealant to be used.
When isolation joints are specified include Para 43, 44, or 45 as appropriate.
Joint Filler Material
43. Use when bituminous expansion joint filler is specified for isolation
joints.
Joint filler material shall be preformed expansion joint filler for concrete (bituminous type),
conforming to the requirements of ASTM Designation: D 994.
44. Use when Type 1 preformed expansion joint filler is specified for
isolation joints.
070727 WN **
to the requirements of ASTM Designation: D- D 117
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45. Use when Type 2 preformed expansion joint filler is specified for
isolation joints.
070727 WN **
to the requirements of ASTM Designation: D 1752.
46 Use only when Para 43, 44 or 45 is included.
A Certificate of Compliance for the joint filler material shall be furnished to the Engineer in
conformance with the provisions in Section 6 -1.07, "Certificates of Compliance," of the Standard
Specifications. The certificate shall be accompanied with a certified test report of the results of
the required tests performed on the joint filler material within the previous 12 months prior to
proposed use. The certificate and accompanying test report shall be provided for each lot of joint
filler material prior to use on the project.
47
Hydraulic Cement Grout (non- shrink)
Hydraulic cement grout (non - shrink) shall conform to the requirements in ASTM
Designation: C 1107. At the Contractor's option, clean, uniformly rounded aggregate filler may
be used to extend the grout. The extension of grout shall not exceed 60 percent of the weight of
the grout or the maximum amount of grout extension recommended by the manufacturer,
whichever is less. The moisture content of the aggregate filler shall not exceed 0.5- percent.
Grading of the aggregate filler shall conform to the following:
Sieve Size 1 Passing
1/2 inch 100
3/8 inch 85 - 100
No. 4 10 - 30
No. 8 0 - 10
No. 16 0 - 5
48
PAVEMENT CONCRETE MIX PROPORTIONS
The Contractor shall determine the mix proportions for pavement concrete. The laboratory
used to develop the mix proportions shall meet the requirements of ASTM Designation: C 1077,
and shall have current AASHTO accreditation for test methods AASHTO Designation: T 97 or
ASTM Designation: C 78, and AASHTO Designation: T 126 or ASTM Designation: C 192.
49
The minimum cementitious materials content or the maximum water to cementitious
materials ratio shall be determined in conformance with the requirements in California Test 559.
Trial mixtures shall be made no more than 24 months before field qualification. The minimum
cementitious materials content or the maximum water to cementitious materials ratio shall be
that determined from the trial mixtures curve to produce a minimum modulus of rupture of
560 pounds per square inch at 28 days age and 650 pounds per square inch at 42 days age. To
account for variances in materials, production of concrete, and modulus of rupture testing, the
Contractor shall include as part of the proposed mix proportions an increase to the cementitious
material content or a decrease to the water to cementitious materials ratio, determined from trial
�✓ mixtures, to ensure that portland cement concrete produced during paving operations conforms
to the requirements in "Modulus of Rupture," in this section.
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50
At least 15 days prior to field qualification, the Contractor shall submit the proposed
pavement concrete mix proportions with laboratory test reports. Laboratory test reports shall
include modulus of rupture determined for each trial mixture at ages of 10, 21, 28 and 42 days in
conformance with the applicable portions of California Test 559.
51
Field Qualification
Field qualification of proposed mix proportions will be required prior to placement of
pavement concrete. The Contractor shall perform field qualification and submit certified test
data to the Engineer. Field qualification data shall be based upon the proposed use of materials,
mix proportions, mixing equipment, procedures and size of batch.
52
Proposed concrete mix proportions will be field qualified when the test results of five beams
from a single batch of concrete indicate the average modulus of rupture is at least 560 pounds per
square inch with no single beam lower than 550 pounds per square inch at an age of the
Contractor's choice but not later than 28 days. Beams shall be tested for modulus of rupture at a
minimum of 10, 21, and 28 days of age. Test specimens shall be made and tested in
conformance with the requirements in California Test 523.
53
The certified field qualification test data reports shall include the following:
1. Date of mixing,
2. Mixing equipment and procedures used,
3. Volume of batch in cubic yards and the weight or volume,
4. Type and source of ingredients used,
5. Penetration and slump of the concrete,
6. The air content of the concrete, and
7. The age at time of testing and strength of concrete specimens tested.
54
Field qualification test data reports shall be signed by a certified representative in charge of
the laboratory that performed the tests.
55
If the Contractor changes a source of supply or proportions, the Contractor shall submit a
new proposed mix design and furnish samples from the new source, or sources, at least 60 days
prior to their intended use. The new mix proportions shall be trial batched and field qualified,
unless, the Engineer determines the change is not substantive. No extension of contract time will
be allowed for the time required to perform the sampling, testing, preparing and qualifying new
mix proportions for new aggregate sources proposed by the Contractor.
56
MODULUS OF RUPTURE
The Engineer will test portland cement concrete pavement for modulus of rupture in
conformance with the requirements in California Test 523. Acceptance will be on a lot basis.
Each lot shall not to exceed 1,000 cubic yards of concrete pavement. The Engineer will
determine sample locations. A minimum of six beam specimens shall be made from each
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sample. Beam specimens will be tested for modulus of rupture at 10, 21, and 28 days. The
modulus of rupture for each lot will be calculated by averaging the results of two beams
representing that lot tested at 28 days of age. The difference in modulus of rupture between each
individual beam result shall not exceed 65 pounds per square inch.
57
The Contractor shall perform sampling and testing of beam specimens to determine if
concrete pavement has achieved a modulus of rupture of 350 pounds per square inch when
requesting early use of concrete pavement in conformance with the provisions in
Section 90 -8.03, "Protecting Concrete Pavement," of the Standard Specifications. Beam
specimens shall be made and tested in conformance with the requirements in California Test 523.
58
INSTALLING TIE BARS
Tie bars shall be installed at longitudinal contact joints and longitudinal weakened plane
joints as shown on the plans. Contiguous width of new portland cement concrete pavement tied
together with tie bars shall not exceed 50 feet. Tie bars shall not be installed at joints between
portland cement concrete and asphalt concrete pavements.
59
Tie bars shall be installed at longitudinal joints by one of the following methods:
1. Drilling and bonding tie bars with two- component, epoxy -resin that conforms to this
section. Drilled holes shall be cleaned in conformance with the epoxy manufacturer's
instructions and shall be dry at the time of placing the epoxy and tie bars. Tie bars will
be rotated 180° while being inserted into the epoxy filled holes. Immediately after
inserting the tie bars into the epoxy, the tie bars shall be supported as necessary to
prevent movement during curing and shall remain undisturbed until the epoxy has cured
as specified by the manufacturer instructions. Tie bars that are improperly placed or
bonded, as determined by the Engineer, will be rejected. If rejected, new holes shall be
drilled and new tie bars shall be placed and securely bonded to the concrete. Rejected tie
bars shall be cut flush with the joint face. Exposed ends of tie bars shall be epoxy coated.
The center of the new holes shall be offset 3 inches horizontally from the center of the
rejected hole to maintain the minimum clearance to the dowel bar. Work necessary to
correct improperly bonded tie bars shall be performed at the Contractor's expense.
2. Inserting tie bars into the plastic slipformed concrete before finishing the concrete.
Inserted tie bars shall have full contact between the bar and the concrete. When tie bars
are inserted through the pavement surface, the concrete over the tie bars shall be
reworked and refinished so that there is no evidence on the surface of the completed
pavement that there has been an insertion performed. Loose tie bars shall be replaced by
drilling and bonding as described in A above, at the Contractor's expense.
3. Using threaded dowel splice couplers fabricated from deformed bar reinforcement
material, free of external welding or machining. Threaded dowel splice couplers shall be
accompanied by a Certificate of Compliance in conformance with the provisions in
Section 6 -1.07, "Certificates of Compliance," of the Standard Specifications, and shall be
accompanied with installation instructions. Installation of threaded dowel splice couplers
shall conform to the requirements of the manufacturer's recommendations.
4. Using tie bar baskets that conform to these special provisions
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60
Tie bars shall be oriented perpendicular to the pavement joint and parallel with the surface of
the pavement at mid -slab depth. Tie bar alignment tolerances shall conform to the requirements
for dowel bars except embedment length tolerance shall be ±2 inches.
61
If tie bar baskets are used, they shall be anchored to the base to hold the tie bars at the
specified depth and alignment during concrete placement without displacement. A minimum of
8 alternating, equally spaced, concrete fasteners with clips shall be used to anchor each basket (4
per lower runner wire). Temporary spacer wires shall be cut or removed after the baskets are
anchored into position before concrete placement. Concrete pavement shall not be placed if the
baskets are not in place at least 200 feet in advance of the concrete placement operation. The
Engineer may waive this requirement upon written request by the Contractor in areas where
access is restricted or other construction limitations are encountered. The Contractor shall
demonstrate that the baskets are anchored and shall not shift during concrete placement. The
Contractor shall provide longer concrete nails than the minimum lengths for the varying bases
beneath the portland cement concrete when baskets demonstrate movement.
62
Full compensation for providing longer concrete nails shall be considered as included in the
contract unit price paid per cubic yard for concrete pavement and no additional compensation
will be allowed therefor.
63
DOWEL PLACEMENT
Dowel bars shall be centered on the joint within a tolerance of ±2 inches in the longitudinal
direction directly over the contact joint or sawcut for the transverse weakened plane joints, as
shown on the plans. Prior to placement of dowel bars, the Contractor shall submit to the
Engineer a written procedure to identify the transverse weakened plane joint locations relative to
the middle of the dowel bars and the procedure for consolidating concrete around the dowel bars.
64
Dowel bars shall be placed at transverse weakened plane joints within shoulder areas except
at drainage inlets.
65. Delete if no dowel bars are to be placed along a longitudinal joint.
Dowel bars shall be placed at longitudinal joints as shown on the plans.
66. Delete "or by mechanical insertion," if District wants only basket
placement and delete Para 67.
Dowel bars shall be placed as shown on the plans by using dowel bar baskets or by
mechanical insertion.
67. Delete if mechanical insertion is not allowed.
When dowel bars are placed by mechanical insertion, the concrete over the dowel bars shall
be reworked and refinished so that there is no evidence on the surface of the completed pavement
that there has been any insertion performed. When drill and bonding of dowel bars is performed
at contact joints, a grout retention ring shall be used.
68
When dowel bar baskets are used, they shall be anchored to the base to hold the dowel bars at
the specified depth and alignment during concrete placement without displacement. A minimum
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of 8 alternating, equally spaced, concrete fasteners with clips shall be used to anchor each
12 -foot dowel bar basket (4 per lower runner wire). At least 10 concrete fasteners shall be used
for basket sections greater than 12 feet and less than or equal to 16 feet. Temporary spacer wires
connecting dowel bar baskets shall be cut or removed after the dowel bar baskets are anchored
into position prior to concrete placement. Paving shall be suspended when dowel bar baskets are
not in place at least 200 feet in advance of the concrete placement operation. The Engineer may
waive this requirement upon written request by the Contractor, in areas, where access is
restricted, or other construction limitations are encountered. The Contractor shall demonstrate to
the Engineer's satisfaction that dowel bar baskets are adequately anchored and not shift during
concrete placement. The Contractor shall provide longer concrete nails than the minimum
lengths for the varying bases beneath the portland cement concrete when anchored dowel bar
baskets demonstrate movement.
69
Full compensation for providing longer concrete nails shall be considered as included in the
contract unit price paid per cubic yard for concrete pavement and no additional compensation
will be allowed therefor.
70
Dowel bar placement at transverse and longitudinal weakened plane joints
Horizontal offset ±1 inch
Longitudinal translation ±2 inches
Horizontal skew 3/8 inch
Vertical skew 3/8 inch
Vertical depth (d/3 +1/2 inch) from pavement surface to top of
dowel bar or 5/8 inch below planned placement
Note: d = pavement thickness in inches
71
CORE DRILLING FOR DOWEL BAR AND TIE BAR PLACEMENT ALIGNMENT
ASSURANCE TESTING
Coring to confirm dowel bar and tie bar placement, alignment, and concrete consolidation
shall be provided by the Contractor throughout the project, at locations determined by the
Engineer. Each day's paving shall be cored within 2 days by performing a minimum of 2 and a
maximum of 4 tests for dowel bar placement and position for every 2,000 square yards of
doweled pavement or fraction thereof and one test for tie bar placement and position for every
4,000 square yards of pavement with tie bars. One test shall consist of drilling two cores, one on
each end of a dowel bar to expose both ends and allow measurement for proper alignment. The
minimum core hole diameter shall be 5 inches. If the cores indicate that dowel bars or tie bars
are not within the allowable tolerances or if air voids exist surrounding the dowel bars or tie bars,
additional cores will be required to determine the limits and severity of unacceptable work.
72
The holes shall be cored by methods that will not damage the concrete adjacent to the holes.
Immediately after coring, the concrete cores shall be submitted to the Engineer for inspection,
and the cores shall be identified by the Contractor with a location description.
73
After removal of cores, core hole voids in concrete pavement shall be cleaned and filled with
hydraulic cement grout (non - shrink). After placement of hydraulic cement grout, the material
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while still plastic shall be finished and textured to match the adjacent pavement surface. The
backfill material shall be the same level as the pavement surface.
74
Water for core drilling operations shall be from a local domestic water supply, and shall
contain not more than 1,000 parts per million of chlorides as CL, nor more than 1,300 parts per
million of sulfates as SO4, nor shall it contain impurities in a sufficient amount to cause
discoloration of the concrete or produce etching of the surface.
75
Water from core drilling operations shall not be permitted to fall on public traffic, to flow
across shoulders or lanes occupied by public traffic, or to flow into gutters or other drainage
facilities.
76
Dowel bar and tie bar alignment shall be within the specified tolerances. If dowel bars or tie
bars are found to be installed improperly, the paving operations shall not continue until the
Contractor has demonstrated to the Engineer that the problem which caused the improper dowel
bar or tie bar positioning has been corrected.
77
Dowel bars in rejected joints shall be replaced by the Contractor by saw cutting on each side
of the rejected joint a minimum of 3 feet, lifting out concrete to be removed, installing new
dowel bars at the new transverse joints, installing dowel bars and preformed sponge rubber
expansion joint filler along the longitudinal joints, placing concrete, and installing new joints.
Preformed sponge rubber expansion joint filler shall conform to the requirements in ASTM
Designation: D 1752. New dowel bar holes shall be drilled, not more than 1/8 inch greater than
the dowel bar diameter, by the use of an automatic dowel - drilling rig for the dowels to be
installed at the contact joints. Dowel bars shall be placed, as shown on the plans, for the 2 new
transverse contact joints. Original exposed tie bars, located within the slab replacement area,
shall be cut flush with the lane or pavement edge and dowel bars shall be installed to replace the
tie bars at an offset of 3 inches, horizontally from the tie bar location. Holes for dowel bars to be
placed along the longitudinal joint shall be drilled, not more than 1/8 inch greater than the dowel
bar diameter, by the use of an automatic dowel - drilling rig for the dowel bars to be installed at
the contact joints.
78
When requested by the Contractor and approved by the Engineer, dowel bars which are more
than 12 inches but less than 13 inches from being centered directly over the sawcut for the
transverse weakened plane joint, may remain in place, and the Contractor shall pay to the State
the amount of $27.00 per square yard for the quantity of concrete pavement panels represented
by the cores indicating incorrect dowel bar alignment or improper concrete consolidation around
dowels. The quantity of concrete pavement area used to determine the amount of payment to the
State will be calculated using the panel dimensions for panels adjacent to and inclusive of the
joints with incorrect dowel bar alignment or improper concrete consolidation around dowel bars.
The Department will reduce compensation from moneys due, or that may become due to the
Contractor under the contract. This reduced compensation shall be in addition to other
adjustments for incorrect tie bar alignment or improper concrete consolidation around tie bars as
specified in these special provisions and for pavement thickness deficiency in conformance with
the provisions in Section 40- 1.135, "Pavement Thickness," of the Standard Specifications and in
addition to other adjustments for deficient Cleanness Value and coarse aggregate grading; and
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for deficient Sand Equivalent and fine aggregate grading in conformance with the provisions in
Section 90 -2.02, "Aggregate," of the Standard Specifications.
79
Tie bars which are not within the specified tolerance for placement and position, as
determined from inspection and measurements of cores, may remain in place when requested by
the Contractor and approved by the Engineer. The Contractor shall pay to the State the amount
of $20 per square yard for the quantity of concrete pavement panels represented by the cores
indicating incorrect tie bar alignment or improper concrete consolidation around tie bars. The
quantity of concrete pavement area used to determine the amount of payment to the State will be
calculated using the panel dimensions for panels adjacent to and inclusive of the joints with
incorrect tie bar alignment or improper concrete consolidation around tie bars. The Department
will reduce compensation from moneys due, or that may become due to the Contractor under the
contract. This reduced compensation will be in addition to other adjustments for incorrect dowel
bar alignment or improper concrete consolidation around dowel bars as specified in these special
provisions and for pavement thickness deficiency in conformance with the provisions in
Section 40- 1.135, "Pavement Thickness," of the Standard Specifications and in addition to other
adjustments for deficient Cleanness Value and coarse aggregate grading; and for deficient Sand
Equivalent and fine aggregate grading in conformance with the provisions in Section 90 -2.02,
"Aggregate," of the Standard Specifications.
80. Use Paras 80 through 86 for silicone or asphalt rubber joint sealant.
LIQUID JOINT SEALANT INSTALLATION
The joint sealant detail for transverse and longitudinal joints, as shown on the plans, shall
apply only to weakened plane joints. Weakened plane joints shall be constructed by the sawing
method. Should grinding or grooving be required over or adjacent to joints after sealant has been
placed, the joint materials shall be removed and disposed of in conformance with the provisions
in Section 7 -1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard
Specifications, and replaced at the Contractor's expense. Immediately after sawing, a water wash
using less than 100 pounds per square inch of pressure shall be used to remove the slurry from
the sawing operation.
81. Edit type of joint as appropriate.
070727 WN **
Transverse weakened plane joints shall be Type Al or B as shown on the plans.
Longitudinal weakened plane joints shall be Type A2 ef-B as shown on the plans.
82
Seven days after the concrete pavement placement and not more than 4 hours before placing
backer rods and joint sealant materials, the joint walls shall be cleaned by the dry sand blast
method and other means as necessary to remove from the joint objectionable material such as
soil, asphalt, curing compound, paint and rust. Sand blasting shall be performed in at least
2 passes, one for each side of the joint, with the nozzle held at an angle to the joint within
one inch to 2 inches of the pavement. After cleaning the joint, traces of sand, dust and loose
material shall be removed from and near the joint for a distance along the pavement surfaces of
at least 2 inches on each side of the joint by the use of a vacuum device. Surface moisture or
dampness shall be removed at the joints by means of compressed air or moderate hot compressed
air or other means approved by the Engineer. Drying procedures that leave a residue or film on
the joint wall shall not be used. Sandblasting equipment shall have a maximum nozzle diameter
size of 1/4 inch ± 1/32 inch and a minimum pressure of 90 pounds per square inch.
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83
C Backer rods shall be installed when the temperature of the portland cement concrete
�✓ pavement is above the dew point of the air and when the air temperature is 40 °F or above.
Backer rod shall be installed when the joints to be sealed have been properly patched, cleaned
and dried, as determined by the Engineer. Methods of placing backer rod that leave a residue or
film on joint walls shall not be used.
84
Immediately after placement of the backer rod, joint sealant shall be placed in the clean, dry,
prepared joints as shown on the plans. The joint sealant shall be applied using a mechanical
device with a nozzle shaped to fit inside the joint to introduce the sealant from inside the joint.
Adequate pressure shall be applied to the sealant to ensure that the sealant material is extruded
evenly and that full continuous contact is made with the joint walls. After application of the
sealant, the surface of the sealant shall be recessed as shown on the plans.
85
Failure of the joint material in either adhesion or cohesion will be cause for rejection of the
joint. The finished surface of joint sealant shall conform to the dimensions and allowable
tolerances shown on the plans. Rejected joint materials or joint material whose finished surface
does not conform to the dimensions shown on the plans, as determined by the Engineer, shall be
repaired or replaced, at the Contractor's expense, with joint material that conforms to the
requirements.
86
After each joint is sealed, surplus joint sealer on the pavement surface shall be removed.
Traffic shall not be permitted over the sealed joints until the sealant is tack free and set
`✓ sufficiently to prevent embedment of roadway debris into the sealant.
87. Use Paras 87 through 89 if preformed compression joint seals are to be
used. Delete Paras 79 through 85 regarding silicone or asphalt rubber joint
sealant.
_ . • , 4 _ . e • , . • - _ _ • - • _ _ . •
disposed of, and replaced at the Contractor's expense. Compression seals shall bo recessed
88. Edit type of joint as appropriate. •
.- . . . -. - .- • - :. .
89
- - _ .- .- . • • .. • - . . •
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. • . - - ., ... - ginecr. Drying procedures that leave a residue-or--film-en
90
Longitudinal seals shall be installed before installing transverse seals. Longitudinal seals
shall be continuous except at intersections with transverse seals. Transverse seals shall be
installed in one continuous piece throughout each transverse joint. After the longitudinal seal is
completed and the transverse seal is ready to be installed, a single cut with a sharp instrument or
saw shall be made across the longitudinal seal at the middle of the intersection with the
transverse seal. After the initial cut of the longitudinal seal, if the longitudinal joint material
does not relax enough to allow proper installation of the transverse seal, the longitudinal joint
material shall be trimmed precisely to accommodate the transverse seal and form a tight seal
between the 2 joints.
91
An installation machine specifically designed for the installation of preformed compression
joint seals shall be used to install the seal at the specified depth without cutting, nicking, or
twisting the seal. The installation machine shall install the seal with no more than 4 percent
stretch in the installed seal. Hand installation methods of installing seals will not be permitted.
92
The percentage of stretch shall be determined by laying a length of the preformed
compression joint seal material cut to the exact length of the pavement joint to be sealed. The
length shall then be measured. The cut length of preformed compression joint seal material shall
then be installed in the joint. Excess amount of seal material remaining at the end of the joint
shall be measured as the amount of stretch. The measured amount of stretch shall be divided by
the original measured length to determine the percentage of stretch.
93
The completed seal shall not be twisted or have deformities that prevent the seal from
making complete continuous contact with the joint walls. Seals installed that are twisted or
deformed, or do not make continuous contact with joint walls or with greater than 4 percent
stretch of the joint material will be rejected and removed.
94
CONSTRUCTING TRANSVERSE CONTACT JOINTS
A transverse contact (construction) joint shall be constructed, including dowel bars, at the
end of each day's work or where concrete placement is interrupted for more than 30 minutes, to
coincide with the next weakened plane joint location.
95
If sufficient concrete has not been mixed to form a slab to match the next weakened plane
joint, when an interruption occurs, the excess concrete shall be removed and disposed of back to
the last preceding joint. The cost of removing and disposing of excess concrete shall be at the
Contractor's expense. Excess material shall become the property of the Contractor and shall be
disposed of in conformance with the provisions in Section 7 -1.13, "Disposal of Material Outside
the Highway Right of Way," of the Standard Specifications.
96
A metal or wooden bulkhead (header) shall be used to form the joint. The bulkhead shall be
designed to accommodate the installation of dowel bars.
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97. Include longitudinal isolation joints when widening of existing PCC
pavement, that has skewed joints and or transverse joint spacing greater
than 15 feet. Longitudinal isolation joints do not include tie bars. Delete
Paras 97 and 98 if no isolation joint is being used.
CONSTRUCTING LONGITUDINAL ISOLATION JOINTS
Final alignment of perpendicular transverse weakened plane joints in pavement shall not be
made to match the spacing or skew of the weakened plane joints in the existing parallel concrete
pavement. Tie bars shall not be placed across longitudinal isolation joints. The edge of the
existing pavement shall be saw cut a width 1/8 inch and to the full depth of the existing concrete
pavement to produce a flat vertical face. Prior to placing concrete, joint filler material shall be
placed as shown on the plans. The joint filler shall be secured to the face of the existing
pavement joint face by a method that will hold the joint filler in place and prevent the new
concrete from adhering to the existing concrete, during placement of concrete.
98 *. Use either silicone or asphalt- rubber sealant listed in "Materials"
above. Match the sealant used for the transverse joint. Do not use
compression seal for longitudinal isolation joint.
070727 WN **
Sealant for longitudinal isolation joints shall be silicone and placed in conformance with the
requirements for liquid joint sealant installation as specified above, except references to backer
rods shall not apply.
99. Show details of the type of transition joints between asphalt concrete
pavement and portland cement concrete pavement on the plans.
CONSTRUCTING TRANSVERSE JOINT CONNECTIONS AND ANCHORS
Concrete pavement joints at transitions to asphalt concrete pavement, pavement end anchors
and bridge approach slabs shall conform to the details as shown on the plans. Paint binder shall
be applied to the concrete surface that asphalt concrete pavement will contact. Paint binder shall
be applied in conformance with the provisions in Section 39, "Asphalt Concrete," of the Standard
Specifications.
100
PROFILE INDEX
The pavement surface shall be profiled, by the Contractor not more than 10 days following
concrete placement, in the presence of the Engineer, using a California Profilograph or
equivalent in conformance with the requirements in California Test 526, except a blanking band
of zero (null) shall be used to determine the Profile Index. Two profiles shall be made within
each traffic lane, one yard from and parallel with each lane line.
101
Profiled pavement shall conform to the following Profile Index requirements:
1. Pavement on tangent alignment and pavement on horizontal curves having a centerline
radius of curve 2,000 feet or more shall have a Profile Index of 2 -1/2 inches or less for
each 300 feet.
2. Pavement on horizontal curves having a centerline radius of curve 1,000 feet or more but
less than 2,000 feet and pavement within the superelevation transition of those curves
shall have a Profile Index of 5 inches or less for each 300 feet.
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102. Include when concrete shoulders will be used as a future traffic lane.
070727 WN **
• - :.: _ • . : - ed. Two profiles shall be made within the shoulder,
103
Individual high points in excess of 5/16 inch, as determined by measurements of the
profilogram in conformance with the requirements in California Test 526, except using a
blanking band of zero (null), shall be reduced by grinding in conformance with the requirements
in Section 40 -1.10, "Final Finishing," of the Standard Specifications until the high points as
indicated by reruns of the profilograph do not exceed 5/16 inch.
104
Pavement grinding shall not be performed before 10 days have elapsed after concrete
placement, nor before the concrete has developed a modulus of rupture of at least 550 pounds per
square inch.
105
CONSTRUCTING WEAKENED PLANE JOINTS (EARLY ENTRY SAW METHOD)
The Contractor may construct weakened plane joints using lighter weight concrete saws
(early entry saws) specifically designed for sawing fresh concrete without the use of water. The
early entry saws shall be capable of sawing joints within 2 hours of cure time after placement of
the concrete pavement without ravelling or tearing, as defined in Section 40- 1.08B(1), "Sawing
Method," of the Standard Specifications. Joints sawed with early entry saws that develop
random cracking shall be removed to the nearest controlled joint and replaced with concrete
pavement containing dowel bars and tie bars in conformance with these special provisions and as
shown on the plans. The removal and replacement work shall be at the Contractor's expense.
Weakened plane joints not sawed within 2 hours of placing concrete pavement shall be sawed by
conventional power driven wet -type concrete saws in conformance with the requirements of
Section 40- 1.08B(1), "Sawing Method," of the Standard Specifications.
106
Sawed grooves shall be cut to a maximum of 0.12 -inch in width for longitudinal and
transverse weakened plane joints made with early entry saws. The minimum depth of cut shall
be calculated utilizing the formula in Section 40- 1.08B(1), "Sawing Method," of the Standard
Specifications except d = t/4.
107
TIE BARS ALONG LONGITUDINAL JOINT FOR SHORT RADIUS CURVES
When paving along short radius curves, the transverse joints shall be maintained in a single
continuous straight line across lanes, through the radius point. Tie bars shall maintain minimum
clearance from the transverse joint as shown on the plans. If the inside or outside curve of the
panel does not allow equal uniform spacing of tie bars at 30 inches between tie bars, then the tie
bars shall be equally spaced so that a minimum spacing of 15 inches to a maximum spacing of
30 inches is maintained between tie bars. Additional tie bars shall be considered as included in
the contract price paid per cubic yard for concrete pavement and no additional compensation will
be allowed therefore.
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108
If dowel bars are specified along longitudinal joint for short radius curves, then dowel bars
shall conform to the requirements of this special provision for tie bars spacing and tolerance.
109
MEASUREMENT AND PAYMENT
Sealing longitudinal and transverse weakened plane joints, and longitudinal isolation joints in
portland cement concrete pavement will be measured by the foot. When a test strip conforms to
the specifications for concrete pavement and remains a part of the project paving surface, the
sealed pavement joints will be measured and paid for as seal pavement joint.
110. If compression seals are used, delete reference to "backer rods" and
add "compression seals" in place of "backer rods ".
The contract price paid per foot for seal pavement joint shall include full compensation for
furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work
involved in sealing pavement joints complete in place, including sawing, cleaning and preparing
the joints in the concrete pavement, furnishing and installing backer rod, repairing and patching
spalled or raveled sawed joints, and replacing or repairing rejected joints, as shown on the plans,
as specified in the Standard Specifications and these special provisions, and as directed by the
Engineer.
111
The contract price paid per foot for seal longitudinal isolation joint shall include full
compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing
all the work involved in sealing longitudinal isolation joints complete in place, including sawing,
cleaning and preparing the joints in the concrete pavement, furnishing and installing joint filler
material, repairing and patching spalled or raveled sawed joints, and replacing or repairing
rejected joints, as shown on the plans, as specified in the Standard Specifications and these
special provisions, and as directed by the Engineer.
112
Concrete pavement will be measured by the cubic yard in conformance with the provisions in
Section 40 -1.13, "Measurement," of the Standard Specifications. No deduction will be made for
the volume of epoxy- coated dowel bars, epoxy- coated tie bars and, when used, tie bar baskets
with fasteners and dowel bar baskets with fasteners, in the concrete pavement. When a test strip
conforms to the specifications for concrete pavement and remains a part of the project paving
surface, the concrete will be measured and paid for as concrete pavement.
113
The contract price paid per cubic yard for concrete pavement shall include full compensation
for furnishing all labor, materials (including cementitious material in the amount determined by
the Contractor), tools, equipment, and incidentals, and for doing all the work involved in
constructing the portland cement concrete pavement complete in place, including furnishing and
placing epoxy- coated dowel bars, epoxy- coated tie bars and, when used, any tie bar baskets and
dowel bar baskets with fasteners, submittal to the Engineer all test data for determination of mix
proportions of concrete for concrete pavement and for providing the facility, Contractor
personnel and all the work involved in arranging and holding the prepaying conference, for
constructing and repairing all joints; for performing all profile checks for Profile Index and
furnishing final profilograms to the Engineer; for grooving and grinding required for final
finishing; and for removing, and replacing pavement for deficient thickness, as shown on the
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plans, as specified in the Standard Specifications and these special provisions, and as directed by
the Engineer.
114
Full compensation for drilling holes and bonding tie bars with epoxy resin shall be
considered as included in the contract price paid per cubic yard for concrete pavement and no
additional compensation will be allowed therefor.
115. Delete when Para 10 through Para 17 are not included.
Full compensation for coring test strips for evaluation by the Engineer and for backfilling
core holes with hydraulic cement grout when the test strip remains in place as part of the
concrete pavement; and for constructing, coring and removing and disposing of test strips that
are rejected shall be considered as included in the contract price paid per cubic yard for concrete
pavement and no additional compensation will be allowed therefor.
116
Costs for providing JITT will be determined in conformance with the provisions in
Section 9 -1.03, "Force Account Payment," of the Standard Specifications, except no markups
shall be added, and the Contractor will be paid for one half of the JITT cost. Costs for providing
JITT shall include training materials, class site, and the JITT instructor including the JITT
instructor's travel, lodging, meals and presentation materials. All costs incurred by the
Contractor or Engineer for attending JITT shall be borne by the party incurring the costs.
117
Full compensation for core drilling for dowel bar or tie bar alignment and backfilling with
hydraulic cement grout shall be considered as included in the contract price per cubic yard for
concrete pavement and no additional compensation will be allowed therefor.
118
If the initial cores show that dowel bars or tie bars are out of alignment tolerances and the
Engineer orders additional dowel bar or tie bar coring, full compensation for drilling the
additional cores shall be considered as included in the contract price per cubic yard for concrete
pavement and no additional compensation will be allowed therefor.
119
If the initial cores show that dowel bars or tie bars are within alignment tolerances and the
Engineer orders more dowel bar coring the additional cores will be paid for as extra work in
conformance with the provisions in Section 4- 1.03D, "Extra Work," of the Standard
Specifications.
120. Use when approach or sleeper slab transitions are shown on the plans.
Otherwise delete.
070727 WN **
121. Use when concrete pavement to asphalt concrete pavement transition is
shown on the plans. Otherwise delete.
Full compensation for furnishing and placing epoxy coated reinforcement for transition end
panel shall be considered as included in the contract price paid per cubic yard for concrete
pavement and no additional compensation will be allowed therefore.
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122. Use when concrete pavement to asphalt concrete pavement transition is
shown on the plans. Otherwise delete.
Full compensation for furnishing and placing paint binder (tack coat) for transition end panel
shall be considered as included in the contract price paid per cubic yard for concrete pavement
and no additional compensation will be allowed therefore.
c
c
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{ XE "41- 150 05 -07" }
Page 1 of 6
USE WITH 2006 STANDARDS.
Use when spalling is limited to the top third of the pavement thickness and
existing load transfer devices are still working, and spalled areas are less
than one square yard.
Spalled areas smaller than 2 inches x 6 inches do not need partial depth
repair. Individual spalls smaller than 2 inches x 6 inches and adjacent to
joints or cracks may be repaired by filling with joint sealant.
Do not use this SSP for slab replacement or full depth partial width panel
replacement or for repair of spalls at mid -panel cracks. Do not use for
repair of spalls caused by misaligned dowels. Do not use this SSP for spall
repairs on longitudinal joints between concrete pavement and asphalt
concrete shoulders.
Spalls greater than one square yard or deeper than the top third of the
pavement thickness should require slab replacement or full depth partial
width panel replacement.
�^ Include additional funds under Supplemental Work for removal and repair
♦✓ of unsound concrete below the Limits of planned removal.
Existing pavement thickness must be shown on the plans.
10 -1. REPAIR SPALLED JOINTS
This work shall consist of removing unsound or damaged concrete from spalled areas at
transverse or longitudinal joints shown on the plans and filling the area with a fast - setting
patching grout in conformance with these special provisions.
2
MATERIALS
Fast - Setting Grout
Fast - setting grout shall be, at the option of the Contractor, any of the following:
1. Either of the following magnesium phosphate grouts:
1.1. Single component water activated, or
1.2. Dual component with a prepackaged liquid activator
2. Modified high alumina based grout, or
3. Hydraulic cement based grout.
3
The Contractor may use accelerating admixtures conforming to the requirements in ASTM
Designation: C 494, Type C and to the provisions in Section 90 -4, "Admixtures," of the
Standard Specifications, except that the chloride content of the accelerating admixture shall be
less than one percent by weight. Fast - setting grout shall conform to the following requirements:
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Property Test Method Requirements
Compressive Strength
at 3 hours, psi California Test 551 3,000 min.
at 24 hours, psi California Test 551 5,000 min.
Flexural Strength
at 24 hours, psi Califomia Test 551 500 min.
Bond Strength: at 24 hours
SSD Concrete, psi California Test 551 300 min.
Dry Concrete, psi California Test 551 400 min.
Water Absorption, % California Test 551 10 max.
Abrasion Resistance at California Test 550 1 max.
24 hours, ounces
Drying Shrinkage at 4 days, % ASTM Designation: 0.13 max.
C 596
Soluble Chlorides by weight, % California Test 442 0.05 max.
Water Soluble Sulfates* by California Test 417 0.25 max.
weight, %
* Test to be a cube specimen, fabricated in conformance with the
requirements in ASTM Designation: C 109, cured at least 14 days and
then pulverized to 100% passing the No. 50 sieve.
4
Clean, uniformly rounded aggregate filler may be used to extend the prepackaged grout. The
moisture content of the aggregate filler shall not exceed 0.5- percent by weight. Grading of the
aggregate filler shall conform to the following:
Sieve Size 1 Passing
1/4" 100
No. 16 0 - 5
5
The amount of aggregate filler shall conform to the fast - setting grout manufacturer's
recommendation, but in no case shall the amount of aggregate filler exceed 50 percent of the
volume of the grout mix.
6
Fast - setting grout shall be formulated for a minimum initial set time of 15 minutes and a
minimum final set time of 25 minutes at 70° F. The materials, prior to use, shall be stored in a
cool, dry environment.
7
Mix water used with water activated material shall be free from oil and shall not contain
more than 2,000 parts per million of chlorides as C1, nor more than 1,500 parts per million of
sulfates as SO4.
8
Water for curing shall not contain impurities in sufficient amounts to cause discoloration of
the concrete surface or produce etching of the surface.
9
'* The quantity of water or liquid activator to be blended with the dry component for
magnesium phosphate grout shall conform to the limits recommended by the manufacturer.
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10
Addition of retarders, when needed, shall conform to the fast - setting grout manufacturer's
recommendations.
11. Delete Paras 11 through 14 if no resealing of joints is needed.
Silicone Joint Sealant
Silicone joint sealant shall be low modulus and shall be furnished in a one -part silicone
formulation. Acid cure sealants shall not be used. The Contractor shall use the same brand of
silicone joint sealant throughout the project. The silicone joint sealant shall conform to the
following requirements:
Property Test Method Requirement
Tensile stress, 150% elongation, ASTM Designation: 45 psi max.
7 -day cure at 77° F ±2° F and 45% to 55% R.H.e D 412 (Die C)
Flow at 77° F ±2° F ASTM Designation: Shall not flow from channel
C 639a
Extrusion Rate at 77° F ±2° F ASTM Designation: 3 - 9 ounces /min
C 603b
Specific Gravity ASTM Designation: 1.01 - 1.51
D 792 Method A
Durometer Hardness, at 0° F, ASTM Designation: 10 - 25
Shore A, cured 7 days at 77° F ±2° F C 661
Ozone and Ultraviolet Resistance, ASTM Designation: No chalking, cracking or bond
After 5,000 hours C 793 loss
Tack free at 77° F ±2° F and 45% to 55% R.H.e ASTM Designation:
C 679 Less than 75 minutes
Elongation, 7 day cure ASTM Designation: 500 percent min.
at 77° F ±2° F and 45% to 55% R.H.e D 412 (Die C)
Set to Touch, at 77° F ±2° F and 45% to 55% ASTM Designation: Less than 75 minutes
R.H.e D 1640
Shelf Life, from date of shipment - 6 months min.
Bond, to concrete mortar- concrete briquets, AASHTO Designation:
air cured 7 days at 77° F t2° F T 132e 50 psi min.
Movement Capability and Adhesion, ASTM Designation: No adhesive or cohesive failure
100% extension at 0° F after, C 719d after 5 cycles
air cured 7 days at 77° F f2° F,
and followed by 7 days in water at 77° F ±2° F
Notes:
a. ASTM Designation: C 639 Modified (15 percent slope channel A).
b. ASTM Designation: C 603, through a 1/8 -inch opening at 50 psi.
c. Mold briquets in conformance with AASHTO Designation: T 132, sawed in half and bonded with a 1/16 -inch
maximum thickness of sealant and tested in conformance with AASHTO Designation: T 132. Briquets shall
be dried to constant weight at 212 ±10° F.
d. Movement Capability and Adhesion: Prepare 12" x 1" x 3" concrete blocks in accordance with ASTM
Designation: C 719. A sawed face shall be used for bond surface. Seal 2 inches of block leaving 1/2 inch on
each end of specimen unsealed. The depth of sealant shall be 3/8 inch and the width 1/2 inch.
e. R.H. equals relative humidity.
12
Silicone joint sealant shall be formulated to cure after application on grades up to 15 percent.
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13
A Certificate of Compliance for silicone joint sealant shall be furnished to the Engineer in
conformance with the provisions in Section 6 -1.07, "Certificates of Compliance," of the Standard
Specifications. The Certificate shall be accompanied with a certified test report of the results for
the required tests performed on the sealant material within the previous 12 months prior to
proposed use. The Certificate and accompanying test report shall be provided for each lot of
silicone joint sealant prior to use on the project.
14
Backer Rods
Backer rods shall have a diameter prior to placement at least 25 percent greater than the
width of the sealant reservoir and shall be expanded, crosslinked, closed -cell polyethylene foam
that is compatible with the joint sealant so that no bond or adverse reaction occurs between the
rod and sealant. The Contractor shall submit a manufacturer's data sheet verifying that the
backer rod is compatible with the sealant to be used.
15
Joint Bond Breaker
Joint bond breaker material shall be either corrugated cardboard with a 6 -mil polyethylene
covering or expanded polystyrene material.
16
Bonding Agent
Bonding agent shall be as recommended by the fast - setting grout manufacturer.
17
SPALL REPAIR PROCEDURE
Concrete Removal
Outlines of rectangular areas, as marked by the Engineer, shall be cut with a diamond bladed
saw to a minimum depth of 2 inches. Unsound and damaged concrete between the saw cut and
the joint, and to the depth of the saw cut, shall be removed by methods that will not damage the
concrete pavement that is to remain in place. Damage to the concrete pavement beyond the
limits to be removed shall be repaired at the Contractor's expense. A pneumatic hammer greater
than 15 pounds shall not be used for removal of concrete.
18
Concrete pavement removed to repair spalled joints shall become the property of the
Contractor and shall be disposed of in conformance with the provisions in Section 7 -1.13,
"Disposal of Materials Outside the Highway Right of Way," of the Standard Specifications.
19
Cleaning
After the repair area has been cleared of unsound concrete, the exposed faces of the concrete
shall be thoroughly cleaned. Cleaning shall be by abrasive blasting, either sand blasting or high
pressure water blasting. Water blasting equipment for concrete cleaning shall be capable of
producing a blast pressure of 2,900 pounds to 5,800 pounds per square inch.
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20
After abrasive blasting, the exposed concrete area shall be cleaned with moisture -free, oil -
free compressed air to remove debris. Air compressors shall deliver air at a minimum of
120 cubic feet per minute and develop 90 pounds per square inch of nozzle pressure.
21
Joint Bond Breaker Installation
A joint bond breaker shall be placed along the joint, and extend one inch beyond the edges of
the patch. Joint bond breaker shall be the same width as the existing joint.
22
Bonding Agent Application
Bonding agent shall be mixed on site in small quantities and mixed in conformance with the
manufacturer's instructions. Bonding agent shall be applied in a thin, even coat by using a stiff
bristle brush scrubbing the entire area including the patch walls.
23
Mixing Fast - Setting Grout
Fast - setting grout shall be mixed in a small mobile drum or paddle mixer in conformance
with the manufacturer's instructions and these special provisions.
24
The components of prepackaged, dual component magnesium phosphate grout with a
prepackaged liquid activator shall be as supplied by the manufacturer. Portions of components
shall not be used. Water shall not be added to dual component magnesium phosphate grout.
25
Magnesium phosphate grout shall not be mixed in containers or worked with tools containing
zinc, cadmium, aluminum, or copper. Modified high alumina based grout shall not be mixed in
containers or worked with tools containing aluminum.
26
Placement of Fast - Setting Grout
Magnesium phosphate grout shall be placed on a dry surface. The grout shall air cure with
no curing medium applied. The repaired area shall be protected from public traffic for at least
2 hours after the grout sets.
27
High alumina based grout and hydraulic cement based grout may be placed on either a dry or
damp surface, in conformance with the manufacturer's instructions. Curing shall be in
conformance with the manufacturer's instructions. When curing compound is recommended by
the manufacturer, either curing compound (1) or (2) that conforms to Section 90- 7.01B, "Curing
Compound Method," of the Standard Specifications may be used. The repaired area shall be
" protected from public traffic for at least 2 hours after the grout sets.
�wrr'
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28
Resealing Joints
Existing joints where sealant was removed shall be cleaned, resealed and recessed below the
final surface as shown on the plans in conformance with the joint sealant manufacturer's
instructions and these special provisions.
29
MEASUREMENT AND PAYMENT
Repair spalled joints will be m asurcd by the square meter of the pavement surface arca
repaired. will be paid for as extra work in conformance with the provisions in Section 4- 1.03D,
"Extra Work," of the Standard Specifications.
30
- . - .. ' . . - square meter for repair spalled joints shall include full
concrete pavement involved in repairing spalled joints, as shown on the plans, as specified in the
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{ XE "51- 010 01 -06" }
Page 1 of 1
USE WITH 2006 STANDARDS.
When project includes bridges, use SSP 51 -300 instead.
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.
2. Use Para 2 as appropriate in Freezing Condition areas.
Portland cement concrete shall conform to the provisions in "Freezing Condition
Requirements" of these special provisions.
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{ XE "51PCBC 01 -06" }
Page 1 of 3
USE WITH 2006 STANDARDS.
Use for precast concrete box culverts, Std Drawings XS 17 -020, 17 -030, and
17 -040.
Insert in the special provisions as 51 -510.
Paras 1 and 2, use when precast concrete box culvert is the only method of
constructing the box culvert, and it is a separate item.
10 -1. PRECAST CONCRETE BOX CULVERTS
Precast concrete box culvert shall conform to the provisions in Section 51, "Concrete
Structures," of the Standard Specifications and the following:
2. Use when alternative precast concrete box culvert is shown on the plans.
Place in special provisions to follow SSP 51 -010 or SSP 51 -300.
Delete the Table of Contents coding at the start of Para 1.
PRECAST CONCRETE BOX CULVERTS
If the Contractor elects to use the "Precast Concrete Box Culvert" alternative where permitted
on the plans, the precast concrete box culvert shall conform to the details shown on the plans and
the following:
Para 2A, edit type of bedding as necessary.
If excavated material cannot be used on job, include SSP 19 -040 with
earthwork special provisions.
A. Earthwork, including sand bedding, shall conform to the provisions in Section 19,
"Earthwork," of the Standard Specifications.
B. Reinforcement shall conform to the requirements in welded wire fabric of ASTM
Designation: A 185/A 185M or A 497/A 497M, at the Contractor's option.
C. A Certificate of Compliance conforming to the provisions in Section 6 -1.07, "Certificates
of Compliance," of the Standard Specifications shall be provided to the Engineer for each
precast member shipment. The certificate shall be signed by the manufacturer's quality
control representative and shall state that all materials and workmanship comply in all
respects with the specification requirements and all approved submittals.
D. The dry cast method of construction will be permitted when designated on the working
drawings. When the dry cast method is used, the results shall be equal in all respects to
those obtained by conformance with the provisions in Section 51, "Concrete Structures,"
of the Standard Specifications and adequate arrangements shall be made and carried out
for curing, finishing, and protecting the concrete. External vibrators shall be used and the
forms shall be sufficiently rigid to resist displacement or damage. The dry casting forms
may be removed at any time after consolidating the concrete providing no slumping of
the concrete occurs.
"✓ E. Working drawings shall be submitted to the Engineer for approval in conformance with
the provisions in Section 5 -1.02, "Plans and Working Drawings," of the Standard
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Specifications. Working drawings shall show the construction method, precast unit
dimensions, configuration of the reinforcement (including splice type and location), and
height of earth cover.
Para 2F, use only when applicable.
F. The Contractor shall select the allowable combination of concrete dimensions and
reinforcement, where more than one allowable combination of concrete dimensions and
reinforcement for precast concrete box culvert is shown on the plans.
G. Concrete for precast units shall be sampled and tested by the precast manufacturer for
compressive strength at least once every production shift and not less often than once
daily. Test result records shall be available to the Engineer at all times during regular
work shifts.
H. Each precast unit shall be clearly marked by indentation, waterproof paint, or other
approved means. Markings shall include the State contract number, date of manufacture,
name or trademark of the manufacturer, and design earth cover. Each precast unit shall
be clearly marked by indentation on either the inner or outer surface during the process of
manufacture so that the location of the top will be evident immediately after the forms are
stripped. In addition, the word "top" shall be lettered with waterproof paint on the inside
and outside surfaces of the top of each precast unit.
I. Manufacturing tolerances for precast concrete box culvert sections shall conform to the
requirements in Section 11, "Permissible Variations," of AASHTO Specification: M 259.
J. The ends of the precast members shall be so formed that the sections can be laid together
to make a continuous line of box sections with a smooth interior free of appreciable
irregularities in the flow line.
K. Handling devices or holes will be permitted in each member for the purpose of handling
and laying. Cored and handling holes shall be plugged and sealed so the members meet
all the requirements in the specification.
L. Splices in circumferential reinforcement shall be made by lapping. Welded connections
at splices for the outside apron of steel will be allowed only in the splice area shown on
the plans. The wall reinforcement on the inside of the box may be lapped and welded at
any location or connected by welding at the corners to the slab reinforcement at the inside
of the box.
M. The exposure of spacers, standoffs, or the ends of longitudinals used to position the
reinforcement shall not be a cause for rejection. Spacers or standoffs shall not be welded
to circumferential reinforcement. Spacers or standoffs may be welded to longitudinal
reinforcement.
N. Laying of precast concrete box culvert shall conform to the provisions for laying
reinforced concrete pipe in Section 65 -1.07, "Laying Pipe," of the Standard
Specifications and these special provisions.
O. Joints shall conform to the provisions for cement mortar or resilient material joints in
Section 65 -1.06, "Joints," of the Standard Specifications. An external sealing band
conforming to the requirements in ASTM Designation: C 877 may be used in lieu of the
joint material in Section 65 -1.06.
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Paras 2P and 2Q, use when precast concrete box culvert is the only method
of constructing the box culvert, and it is a separate item. Payment for
alternatives is covered in the Standard Specifications Sections 51 -1.22 and
52 -1.10.
Para 2P, provide specifications and payment for any earthwork in channel
beyond ends of culvert.
P. Precast concrete box culvert will be measured and paid for by the linear foot in the same
manner as specified for reinforced concrete pipe in Sections 65 -1.09, "Measurement,"
and 65 -1.10, "Payment," of the Standard Specifications.
Q. Full compensation for erecting precast concrete box culvert members shall be considered
as included in the contract price paid per linear foot for precast concrete box culvert and
no additional compensation will be allowed therefor.
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{ XE "51JUNC 01 -06" }
Page 1 of 1
USE WITH 2006 STANDARDS.
Use for Junction Structures, Std Drawing XS 17 -010.
Insert in the special provisions as 51 -850.
USE FOR JUNCTION STRUCTURE ONCE DETAILED AT 95% 070727 WN **
10 -1. JUNCTION STRUCTURES
This work shall consist of constructing reinforced concrete junction structures in
conformance with the details shown on the plans, the provisions in Section 51, "Concrete
Structures," of the Standard Specifications, and these special provisions.
2. If excavated material cannot be used on job, include SSP 19 -040 with
earthwork special provisions.
Earthwork shall conform to the provisions in Section 19, "Earthwork," of the Standard
Specifications.
3
Reinforcing bars shall be low -alloy steel deformed bars conforming to the requirements in
ASTM Designation: A 706/A 706M or ASTM Designation: A 615/A 615M, Grade 60.
4
Measurement and Payment
Structural concrete, junction structure will be measured and paid for in conformance with the
provisions in Sections 51 -1.22, "Measurement," and 51 -1.23, "Payment," of the Standard
Specifications and these special provisions. No deduction will be made for the volume of
structural concrete occupied by pipe collars or pipe openings.
5
The contract price paid per cubic yard for structural concrete, junction structure shall include
full compensation for all structure excavation and structure backfill and for furnishing and
placing all bar reinforcing steel necessary to construct the junction structures, complete in place,
as shown on the plans, as specified in the Standard Specifications and these special provisions,
and as directed by the Engineer.
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{ XE "51- 490 19 -07" }
Page 1 of 1
USE WITH 2006 STANDARDS.
Use when special measurement and pay clauses are required. Add other
special pay clauses as required.
MEASUREMENT AND PAYMENT
Measurement and payment for concrete in structures shall conform to the provisions in
Section 51 -1.22, "Measurement," and Section 51 -1.23, "Payment," of the Standard Specifications
and these special provisions.
2. Use with SSP 51 -300 for roughening surface to 1/4 inch amplitude.
Full compensation for roughening existing concrete surfaces to a full amplitude of
approximately 1/4 inch, where shown on the plans, 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.
3. Use with SSP 20 -150 or SSP 51 -300 & SSP 75 -500 for access opening
covers in soffits of new box girder bridges.
070727 WN **
Full compensation for furnishing and installing access opening covers in soffits of new
. .. .. _ . . ._ . .
fir► 4 *. Use with SSP 51 -300 for plastic pipe at abutment and retaining wall
vertical drains. Edit to suit job.
070727 WN **
b rim walls and bridge abutments, including horizontal or sloping drains
5. Use when SSP 51 -360 is used.
070727 WN **
considered as included in the contract price paid per cubic yard for structural concrete, bridge
6. Use when SSP 51 -460 is used.
070727 WN **
(bridge), respectively.
7. Use when SSP 51 -460 is used.
070727 WN **
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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.
8
070727 WN **
Full compensation for public notification and airborne monitoring for dock crack tr atmont
shall be considcrcd as included in the contract price paid per cubic yard for structural concrete,
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{ XE "52- 600 01 -06" }
Page 1 of 2
USE WITH 2006 STANDARDS.
Use in all projects requiring reinforcement.
10 -1. REINFORCEMENT
Reinforcement shall conform to the provisions in Section 52, "Reinforcement," of the
Standard Specifications and these special provisions.
2
The Department's mechanical splices prequalified list can be found at:
http://www.dot.ca.gov/hq/esc/approved_productslist/
3
The provisions in "Welding Quality Control" of these special provisions shall not apply to
resistance butt welding.
4 *. Add description of any other type of reinforcement where it is desired to
have an ultimate splice, but where removal of the samples from the
completed lots is not required. A typical situation may be where CIDH piles
are constructed under slurry, and it is not feasible to erect the cage full
height, or CIP piles are constructed under limited overhead clearance
(provided the designer has not included sacrificial bars into the design for
either of these situations). Also, add said description ONLY when approved
by both the Divisions of Structure Design and Structure Construction.
070727 WN **
At thc option of thc Contractor, sample splices for shall be either 1) removed from the
5. Use only when the plans show splicing of new reinforcement to existing
reinforcement.
When joining new reinforcing bars to existing reinforcement, sample splices shall be made
using only the deformation pattern of the new reinforcement to be spliced.
6 *. Use when 1) CIDH pile shafts which are likely to be constructed under
slurry will be used on the project, and it is not feasible to erect the cage full
height; or 2) CIP piles are constructed under limited overhead clearance
conditions. Also, use ONLY when approved by both the Offices of Structure
Design and Structure Construction. Add appropriate description and
location for said splices.
070727 WN **
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incorporating material in the work that conforms to thc requirements of thc plans and
specifications. Material not conforming to these requirements will be subject to rejection.
A.
B.
C.
7. Use when pinned column- footing connections or when stacked bond
masonry block sound walls are shown on the plans. Make sure the plans
show these connections to be galvanized. Add SSP 52 -680.
Reinforcement shown on the plans to be galvanized shall be galvanized in conformance with
the provisions in Section 75 -1.05, "Galvanizing," of the Standard Specifications.
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{ XE "52- 680 01 -06" }
Page 1 of 1
USE WITH 2006 STANDARDS.
Use only when special pay clauses for bar reinforcement are required. Add
special clauses if measurement and payment is different from that in the
Standard Specifications and is not covered by other SSPs.
MEASUREMENT AND PAYMENT
Measurement and payment for reinforcement in structures shall conform to the provisions in
Section 52 -1.10, "Measurement," and Section 52 -1.11, "Payment," of the Standard Specifications
and these special provisions.
2. Use when galvanized reinforcement is shown on the plans. Standard
plans for stacked bond masonry block retaining walls also show galvanized
reinforcement.
070727 WN **
prices paid for the various items of work involved and no additional compensation will be
allowed -- therefor,
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{ XE "73- 010 O1 -06" }
Page l of l
USE WITH 2006 STANDARDS.
1*. Add description of miscellaneous concrete construction work.
10 -1._ MISCELLANEOUS CONCRETE CONSTRUCTION
Miscellaneous concrete construction (Minor concrete) shall include curb, gutter, sidewalk,
curb ramp, driveway, freeway median gutter shall conform to the provisions in Section 73,
"Concrete Curbs and Sidewalks," of the Standard Specifications and these special provisions.
Use Paras 2 thru 8 when there are curb ramps (wheelchair ramps) on the
project. Include Standard Plans A88A and A88B.
2
Curb ramp detectable warning surface shall consist of raised truncated domes constructed or
installed on curb ramps in conformance with the details shown on the plans and these special
provisions. At the option of the Contractor, the detectable warning surface shall be
prefabricated, cast -in- place, or stamped into the surface of the curb ramp. The color of the
detectable warning surface shall be yellow conforming to Federal Standard 595B, Color
No. 33538.
3
Prefabricated detectable warning surface shall be in conformance with the requirements
established by the Department of General Services, Division of State Architect and be attached
in conformance with the manufacturer's recommendations.
4
Cast -in -place and stamped detectable warning surfaces shall be painted in conformance with
the provisions in Section 59 -6, "Painting Concrete," of the Standard Specifications.
5
The finished surfaces of the detectable warning surface shall be free from blemishes.
6
Prior to constructing the cast -in -place or stamping the detectable warning surface, the
Contractor shall demonstrate the ability to produce a detectable warning surface conforming to
the details shown on the plans and these special provisions by constructing a 24" x 24" test panel.
7
The manufacturer shall provide a written 5 -year warranty for prefabricated detectable
warning surfaces, guaranteeing replacement when there is defect in the dome shape, color
fastness, sound -on -cane acoustic quality, resilience, or attachment. The warranty period shall
begin upon acceptance of the contract.
8. Edit item description as required.
Full compensation for constructing or furnishing and installing curb ramp detectable warning
surfaces shall be considered as included in the contract price paid per cubic yard for minor
concrete (curb ramp) and no separate payment will be made therefor.
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{ XE "73- 050 O1 -06" }
Page l of l
USE WITH 2006 STANDARDS.
Use when the curing compound method of curing concrete is either
mandatory or optional and the clear or translucent type compound is
required.
1 *. Use when the curing compound method is MANDATORY and edit for
the concrete facilities involved.
070727 WN **
The concrete for curb and gutter, and sidewalk shall be cured by the curing compound
method. The curing compound shall be curing compound (6) conforming to the provisions in
Section 90- 7.O1B, "Curing Compound Method," of the Standard Specifications.
2 *. Use when the curing compound method is OPTIONAL and edit for the
concrete facilities involved.
070727 WN **
If the Contractor elects to use the curing compound method for curing concrete for concrete
pavement and concrete structure, the curing compound shall be curing compound (6) conforming
to the provisions in Section 90- 7.O1B, "Curing Compound Method," of the Standard
Specifications.
C 3
The curing compound shall be applied in a manner that will provide a complete coating of all
exposed faces of the concrete surface.
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{ XE "82- 010 O1 -06" }
Page 1 of 1
USE WITH 2006 STANDARDS.
Use when applicable.
10 -1. OBJECT MARKERS AND DELINEATORS
070727 WN **
Object mMarkers and delineators shall conform to the provisions in Section 82, "Markers
and Delineators," of the Standard Specifications and these special provisions.
2
070727 WN **
Object mMarkers and delineators on flexible posts shall conform to the provisions in
"Prequalified and Tested Signing and Delineation Materials" of these special provisions.
Flexible posts shall be made from a flexible white plastic which shall be resistant to impact,
ultraviolet light, ozone, and hydrocarbons. Flexible posts shall resist stiffening with age and
shall be free of burns, discoloration, contamination, and other objectionable marks or defects
which affect appearance or serviceability.
3
Retroreflective sheeting for metal and flexible target plates shall be the retroreflective
sheeting designated for channelizers, markers, and delineators conforming to the requirements in
ASTM Designation: D 4956 -95 and in conformance with the provisions in "Prequalified and
Tested Signing and Delineation Materials" of these special provisions.
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{ XE "84- 050 01 -06" }
Page 1 of 2
USE WITH 2006 STANDARDS.
Edit title and paragraphs when project does not require BOTH
thermoplastic traffic stripes and thermoplastic pavement markings.
10 -1. THERMOPLASTIC TRAFFIC STRIPE AND PAVEMENT MARKING
Thermoplastic traffic stripes (traffic lines) and pavement markings shall be applied in
conformance with the provisions in Section 84, "Traffic Stripes and Pavement Markings," of the
Standard Specifications and these special provisions.
2
Thermoplastic material shall be free of lead and chromium, and shall conform to the
requirements in State Specification PTH- 02ALKYD.
3
Retroreflectivity of the thermoplastic traffic stripes and pavement markings shall conform to
the requirements in ASTM Designation: D 6359 -99. White thermoplastic traffic stripes and
pavement markings shall have a minimum initial retroreflectivity of 250 mcd m 11 Yellow
thermoplastic traffic stripes and pavement markings shall have a minimum initial
retroreflectivity of 150 mcd m lx
4. Delete when thermoplastic traffic stripe is not required.
Where striping joins existing striping, as shown on the plans, the Contractor shall begin and
end the transition from the existing striping pattern into or from the new striping pattern a
sufficient distance to ensure continuity of the striping pattern.
5 & 6. Use Para 5 or 6. Delete both paragraphs when thermoplastic traffic
stripe is not required.
5 *. Use when 0.059 -inch minimum stripe thickness is acceptable, insert
application rate, 0.20- lb /ft. Delete Para 6. The 0.059 -inch minimum stripe
thickness may also be used for roads with light traffic.
070727 WN **
Thermoplastic material for traffic stripes shall be applied at a minimum rate of 0.20- 1b /fl.
The minimum application rate is based on a solid stripe of 4 inches in width.
6 *. Delete row that is not applicable. Use 0.079 -inch or 0.098 -inch minimum
thickness when more durable traffic striping is required or when striping is
placed on open graded AC pavement.
Thermoplastic traffic stripes shall be applied at the minimum thickness and application rate
as specified below. The minimum application rate is based on a solid stripe of 4 inches in width.
Minimum Minimum
Stripe Thickness Application Rate
_(inch) (lb /ft)
0.079 0.27
0.098 0.34
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7
Thermoplastic traffic stripes and pavement markings shall be free of runs, bubbles, craters,
drag marks, stretch marks, and debris.
8
At the option of the Contractor, permanent traffic striping and pavement marking tape
conforming to the provisions in "Prequalified and Tested Signing and Delineation Materials" of
these special provisions may be placed instead of the thermoplastic traffic stripes and pavement
markings specified herein. Permanent tape, if used, shall be installed in conformance with the
manufacturer's specifications.
9
If permanent tape is placed instead of thermoplastic traffic stripes and pavement markings,
the tape will be measured and paid for by the linear foot as thermoplastic traffic stripe and by the
square foot as thermoplastic pavement marking.
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{ XE "84- 060 21 -06" }
Page 1 of 2
USE WITH 2006 STANDARDS.
Use for projects when traffic stripe of greater durability than painted traffic
stripe is needed or the drying time of waterborne traffic paint would be too
long considering lane closure restrictions, YET, conditions do not warrant
application of a full - thickness thermoplastic stripe.
Do NOT edit SSP to include pavement marking. Use either SSP 84 -050 or
SSP 84 -100 for the pavement markings.
10 -1. THERMOPLASTIC TRAFFIC STRIPE (SPRAYABLE)
Sprayable thermoplastic traffic stripes (traffic lines) shall be applied in conformance with the
provisions in Section 84, "Traffic Stripes and Pavement Markings," of the Standard
Specifications and these special provisions.
2
Sprayable thermoplastic material shall be free of lead and chromium, and shall conform to
the requirements in State Specification No. PTH- 02SPRAY.
3
Retroreflectivity of the sprayable traffic stripes shall conform to the requirements in ASTM
Designation: D 6359 -99. White sprayable thermoplastic traffic stripes shall have a minimum
initial retroreflectivity of 250 mcd m " Yellow sprayable thermoplastic traffic stripes shall
have a minimum initial retroreflectivity of 150 mcd T11 1X
4
At the option of the Contractor, permanent traffic striping and pavement marking tape
conforming to the provisions in "Prequalified and Tested Signing and Delineation Materials" of
these special provisions may be placed instead of the sprayable thermoplastic traffic stripes.
Permanent tape, if used, shall be installed in conformance with the manufacturer's specifications.
5
Where striping joins existing striping, as shown on the plans, the Contractor shall begin and
end the transition from the existing striping pattern into or from the new striping pattern a
sufficient distance to ensure continuity of the striping pattern.
6
Sprayable thermoplastic material shall be applied to the pavement at a minimum thickness of
0.039 -inch and a minimum rate of 0.13- 1b /ft. The minimum application rate is based on a solid
stripe of 4 inches in width.
7
Sprayable thermoplastic material shall be applied to the pavement at a temperature between
351° F and 401° F, unless a different temperature is recommended by the manufacturer.
8
Sprayable thermoplastic traffic stripes shall be free of runs, bubbles, craters, drag marks,
stretch marks, and debris.
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9
If permanent tape is placed instead of sprayable thermoplastic traffic stripes, the tape will be
measured and paid for by the linear foot as thermoplastic traffic stripe (sprayable).
10
Sprayable thermoplastic traffic stripes will be measured by the linear foot along the line of
the traffic stripes, without deductions for gaps in broken traffic stripes. A double traffic stripe,
consisting of two 4 -inch wide yellow stripes, will be measured as one traffic stripe.
11
The contract price paid per linear foot for thermoplastic traffic stripe (sprayable) shall
include full compensation for furnishing all labor, materials, tools, equipment and incidentals,
and for doing all the work involved in applying sprayable thermoplastic traffic stripes (regardless
of the number, widths, and patterns of individual stripes involved in each traffic stripe) including
establishing alignment for stripes, and layout work, complete in place, as shown on the plans, as
specified in the Standard Specifications and these special provisions, and as directed by the
Engineer.
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{ XE "84- 100 O1 -06" }
Page 1 of 1
USE WITH 2006 STANDARDS.
Edit title and paragraphs when project does not require BOTH painted
traffic stripes and pavement markings.
10 -1. PAINT TRAFFIC STRIPE AND PAVEMENT MARKING
Painted traffic stripes (traffic lines) and pavement markings shall be applied in conformance
with the provisions in Section 84, "Traffic Stripes and Pavement Markings," of the Standard
Specifications and these special provisions.
2
Traffic stripe and pavement marking paint shall conform to the requirements in State
Specification No. PTWB -01.
3
The color of the painted traffic stripes and pavement markings shall conform to the
requirements in ASTM Designation: D 6628 -01.
4
Retroreflectivity of the paint traffic stripes and pavement markings shall conform to the
requirements in ASTM Designation: D 6359 -99. White painted traffic stripes and pavement
markings shall have a minimum initial retroreflectivity of 250 mcd m "lx Yellow painted
traffic stripes and pavement markings shall have a minimum initial retroreflectivity of
150 mcd m 1x -1 .
5
At the option of the Contractor, permanent traffic striping and pavement marking tape
conforming to the provisions in "Prequalified and Tested Signing and Delineation Materials" of
these special provisions may be placed instead of painted traffic stripes and pavement markings.
Permanent tape, if used, shall be placed in conformance with the manufacturer's specifications.
6
If permanent tape is placed instead of painted traffic stripes and pavement markings, the tape
will be measured and paid for by the linear foot as paint traffic stripe and by the square foot as
paint pavement marking of the number of coats designated in the Engineer's Estimate.
c
407
08- 422301
{ XE „ 85- 010 -01 -06 }
Page 1 of 2
USE WITH 2006 STANDARDS.
10 -1. PAVEMENT MARKERS
Pavement markers shall be placed in conformance with the provisions in Section 85,
"Pavement Markers,” of the Standard Specifications and these special provisions.
2. Include when SSP 12 -260 or SSP 12 -270 is used and moving lane closures
are allowed.
Attention is directed to "Traffic Control System For Lane Closure" of these special
provisions regarding the use of moving lane closures during placement of pavement markers
with bituminous adhesive.
3
The Contractor shall furnish the Engineer certificates of compliance for the pavement
markers in conformance with the provisions in Section 6 -1.07, "Certificates of Compliance," of
the Standard Specifications.
4
Retroreflective pavement markers shall be marked as abrasion resistant on the body of the
markers.
Paras 5, 6, 7, 8, and 9. Use when pavement markers are to be placed in
pavement recesses.
5
070727 WN **
flexible, polymer modified, hot melt asphaltic adhesive conforming to the following
requements:
Specification ASTM Designation Requirement
.. _• . • !! - _ . , ° - D 5 3,0-Maximum
Soft+ ..
„ p 7 °C D- g-6 em
: Y.. . 0.
No. 27 Spindle, 20 RPM, 191 °C D4402 2
Ductility, cm, 5 cm/min, 25 °C D 113 -1-5- Minimum
Ductility, cm, 1 cm/min, 4 °C D 113 6-Minimum
Fl D 31111, 2, 3, 1 No-breaks-or-creeks
Notes:
1. Modify ASTM Designation: D 3111, Paragraph 6, to "The tcst apparatus consists of
2. Modify ASTM Designation: D 3411, P. _ .. , . " Y - - _ - - - . -
one inch wide, 6 inch long, and 1/8 inch thick."
for 4 hours at 19° F before-testing,
408
08- 422301
6
conformance with the requirements in California Test 669 and these special provisions. The
Tcst 423. The test plugs of 2 inch diameter will be conditioned at 221° F for a minimtun of
2 hours before bonding to the sandblasted concrete surface. Thc adhesive sample will be hexed
diameter in arca will bc poured onto tho sandblasted concrete surface. The heated plug will
immediately be pressed onto the puddle of hot adhesive to squeeze out excess adhesive. The
to cure for 24 hours at 73° F ± 3.6° F and then bc tested to bond failure at a crosshead speed of
2 inches per minute. Thc reported peak load and tho bond strength value will bc the average of
markers. Instead of placing the h ated adhesive sample on thc sandblasted concrete surface, it
will bc placed on the bottom of the pavement markers.
7
Minimum bond strength to thc sandblasted concrete brick surfacc shall bo 100 psi and
minimum bond strength to rotroreflectivc pav- - - - -- .. •
8
9
as pavement marker (retroreflective recessed).
�rr►�
409
08- 422301
{ XE "StdPln_E_A06- 15 -07" }
Page 1 of 19
USE WITH 2006 STANDARDS.
Do not include the Standard Plans List in the project plans. Division of
Office Engineer will add RSP and NSP sheets in the project plans. Sheet
numbers are included on the Title Sheet Index under the heading, "Revised
and New Standard Plans."
Instructions for editing: Click in the left margin to select Standard Plan
sheets to be included (the entire row must be selected). Use "StrikeHide no
initials" key to select or undo a previous selection.
Standard Plans List
The Standard Plan sheets applicable to this contract include, but are not
limited to those indicated below. Applicable Revised Standard Plans (RSP)
and New Standard Plans (NSP) indicated below are included in the project
plans as individual Standard Plan sheets.
ACRONYMS, ABBREVIATIONS AND SYMBOLS
Al OA Acronyms and Abbreviations (Sheet 1 of 2)
AlOB Acronyms and Abbreviations (Sheet 2 of 2)
A1 0C Symbols (Sheet 1 of 2)
Al OD Symbols (Sheet 2 of 2)
PAVEMENT MARKERS, TRAFFIC LINES, AND PAVEMENT
MARKINGS
A20A Pavement Markers and Traffic Lines, Typical Details
A20B Pavement Markers and Traffic Lines, Typical Details
A ►,
• ! ' •
A24A Pavement Markings — Arrows
A24B
A24G ' . • ... ... • ... • .
A24D ' . _
A34L • ..
RUMBLE STRIP
A40A Shoulder Rumble Strip Details — Rolled -In Indentations
A40B . • .. . . ! • • .. • • . •
EXCAVATION AND BACKFILL
A62A Excavation and Backfill — Miscellaneous Details
A62B _ • •• , _ :. . • .
Wall
:, • .. . • . . . . • '•, • , •
410
08- 422301
RSP A6'DA .. .. .. • • • ' • . • . •
Arch-Culverts
A62F Excavation and Backfill — Metal and Plastic Culverts
PORTABLE CONCRETE BARRIER
A63A Portable Concrete Barrier (Type 60K)
A63B Portable Concrete Barrier (Type 60K)
OBJECT MARKERS, DELINEATORS, CHANNELIZERS AND
BARRICADES
A73A Object - Makers
A73B Markers
A73C Delineators, Channelizers and Barricades
1/ * 1 . 14 _
RSP A74
A76A C rete B r T ypc 60
A76B C oncrc t c B T 60
A76C .. • • • : !
A76D • • :. . • . !
A76G .. •• :. . • .!
A7611 . • .!
A761 • • .!
A76J • • ' , •
•. • • • • • • • • -
SECTIONS
A77A1 . • . . • . • ... • • •
Wood - Block)
A77A2 : _ • . _ • • _ .. , •
•
A77B1 • : _ ..
A77C1 • • ... : :. ! • •
A77C2 • , • . • : • _ _ .. . • . • ... .
• : P. • •A77C3 : • . :...
Point-Offset -Details
Positioning Dctails
NSP A77C5 ; • . .. _ . • .
411
08- 422301
C NSP A77C6 . : • . • • ... : ' : _ _ .. •
.. .. . .
NSP A77C7 : .. _ • NSP A77C8 • _ • . • _ • . . : . , • • .
NSP A77C3 • • • : :.. . ' • : : • . . . . , . . • NSP A77C10 . ! • . -• . ' . • _ _ • : : : . , • -
EMBANKMENTS
A77E1 _ • . _ .... • ... • .
A77E2 • • . : • . • - . ' : • . _ . .. . _ •.... .• ; • .
A77E3 : .. .. ... •
A77E4 • . •- . . . . ' : _ _
A77E5 : ; • : . _ .... • .. • . .
A7'7 E6 • • • : . 9 : _ .
STRUCTURES
A77F1 • : • . _ . .. . . . • , • • .. .
A77F2 • • • . . • • . ' . • _ . .
C A77F.3� „. . . •• . 9 . •' _ . .. • A77F4 ,, • . . •• . . . . ' • _ . - . . . . • ! • , . -• . •
A77F5 : . . . • . • ! • .. . •
A77C1 _ • .. • , ..
. • . . . • ' . . . . . . .
A77C2 _ • . .. . . . , .. •• •••
• '.... . 1 •• • .
A77C4 . '. • • .. : e: • ..
A77C5 • • .. . . ; •. . • AA^lam ,• , : • :.. ... . ' • . . .. '.. . . • ••
A77C7 • .. - .• , ., • .. •
A77C8 . ' : •, . ; •. .
1 , _ • _ : _ : , - - • ! •- - • - _ . ! • • - $ '. . _ . . . '- -
A77111 . 1 • _ • . • .. • ... .
A77H2 _ ' . .. _ •:::
C A77H3 • _ • • • • , .. • .. ' . •
A77I1 _ ,
A7712 . ' • _ • . • • .
412
401111111111111111111111M1111111111111111111111 .
08- 422301
C WALLS
A7731 ,, - . .•• _.. . -.. . : ' .• • ...
Si cwa s D N., 1
A77J2 . ' : . : ' .. .
A�77.1173 ,,• . . ... . '. • ... .. . • .• . .,. . •
A77J4 i , • . . • • . . . . ' . . . . . -
A771(1 _ • ... .. ' . _ • .
A77K2 ' . .
44 r • r ! r • • • _ .'.! '. • r • . r . ,, , , . r _ _ _ 4 8 . • !
TREATMENT
A77L1 . : • .. • ' : • _ • .. . '
A77L2 _ • • .. . . ..
• A77L3 , , • . . • • ' : '
.. ..
A77L4 , , • : ; • . _ • .. - • ..
A77L5• .. - • .. a. r •
C A78A :•:•• :. • . ••.. . :. • • '• .. • : :: '. • .
A 7 8 I 7 :•:•• : . . • . . : ' . • . _ • . .. • • I , •
•
• . . . . . . : . . • . . . 1 • • • • . ' . • • ■ •A 7 rr78CT . : _ . . . . : - . • t•
A 7 rr78C2 • : • . . • : ' : . . . : ! •
NSP A78C3 _ • .. • • : • :.. :: • • • _ • • . .. .. . _ . • .. .
NSP A78C4 ! :.. • •• :. , .. :: •• .. • :. .. .. ... .
NSP A78C5 • • • • • • : _ • ! .
n
NSP A78C6 . •• _ . , .. ... •
'. r ! . . ' ! • ' ' .1 • '• - ! $ ! . . _ . \ ! • . : ! ... • A78D-1- • : . e .. • • , •
A78D2 ! : . : • • : • . • • . .
- '. r ! . .41 : .'.'. r ' r • 1 • • - 9 '. . r , 1 '. 41 .
�� rr�� pp�� �� .1. 1 . , I r ' . r •
A78E1 . ; .• ' ,. , . .. , , .. - ..
C A78E2 ! :.: • ! • . •• :. r .. _ ... _ r ,
3 l... • . •• :. . . . ., r •
413
08- 422301
• • • • • .I• I 1 •
A78F1 l... • •1 - :: • • • - - • ; :. • Sidewalks
A78F2 . , • . : _ • ' . • _ . .
Sidevvalks
A78G _ . • • : I .. .. ..
A78I l...• •; .. . .. • •• :. •
- •. r : .. . i : • •.•. .. • ... • - e • •- •
A78J • A78li ! .. . • • : • . . • : . . : ; ' . - • ! :
ASIA .
. ; .. -
A81E .; -
ASI-E : • .
A82A1 ..
A82111- • • .. . !
A82C1
A82C2 . , :: :. !
A82C3 .. 1 :: .. ; ! •
C A82D1- .. ' ' - -
A8204 ' ._:!.!
FENCES
A85 Chain Link Fence
A86 :. • ,•• • •,,. • .•• -•
!' ..!.
P AI
MP-AS-7A
A8
RS-P—A88A
A88R .. 6 :••..•. ,
A9OA • • ) • - • •
PAVEMENTS
P1 Jointed Plain Concrete Pavement
RSPP3 • . .. . •
C Addition/Reeonstfuetion
414
08- 422301
RSP P8 Jointed Plain Concrete Pavement - Individual Slab Replacement
C P10 Concrete Pavement - Dowel Bar Details
RSP P12 Concrete Pavement - Dowel Bar Basket Details
RSP P17 Concrete Pavement - Tie Bar Basket Details
RSP P18 Concrete Pavement - Lane Schematics and Isolation Joint Detail
P20 Concrete Pavement - Joint Details
P
P33 •, • • '. ••• ■ .. '. _ !-
P35 .. • • • +. • - '.. • . -. • • _ • !-
P45 .. • • • - -. • ! , , , • !• ..
P46 .. - • ' ••• • ! ,. !• • P70 = .,, .. • • 1. _._• _ .. . • • . _ • .. •
.
GRIB-WALLS
C7A • • . • • ,
C-7B ' • . • • !,
C-7D • ••• . .. • . • . ! , _ . • .
• -
C7F !• !: . . .. •. • • ..
C Battered-Wall
C7C .. • . •
C8A - • ..!•. •
C-$B . • ! • ! . .
C8C - .. !. • _ 1,
C9A • •• . - , :, !
•• . • •, :, . . . ! ! • ! . .
D72
D73 Drams
D74A Drainage-Inlets
RSP4r4B
D-74€ Drainage-Inlets-Details
D75A Steel-Pipe-Inlets
D75B
D75C . • - •. . , '. • !• .
D77A Grate -Details
D77B :• • ' •. . • • !.
C D77C • . • ; : • • - • ; • • : : - :
9 � - P - Inlet
415
08- 422301
err D .. • • :... . •
D ! • , ., • • • •
L 11 7 9 1 . , , 1•: • !• • • ! 14 • • ,
'l'7' BOX CULVERTS
D80 Cast -In -Place Reinforced Concrete — Single Box Culvert
381 • ' • • .. • • . • • . .. • • l ... • :. . •
D82 •. ••:. . • !.,
3184 ; , , : • .
D8 :. . • • • ! ••• •
D86A ; ,
D86B ' • , .. , • . . _
D86C .. , .. ::
DRAINS • D 8 7 A • . '•. • ! : • . , ! •
D8711 1 ! . - ! ' •
D S7C fable A System
1x
V 07'37
pppp ! . _ e• _ ! • ! _ e • - . .. • - • . 1 - 9 - ! .• •
488 . . . . . . . .•
D88A - ! _ ,
Un rossing
- •1 • - . 1 .. •• 1 •
D89 / • • - . • }t 11 • 398 '•. . • - . . ,r . . . i . , : • • •
D7
D9314 1* 314 ! . • . • • . • . • • . .
D93C ' . ! • . • ' , •
__ ••
D94A . _ .. _ . .
D$94B .. - • . - ... . . •
D97A _ ! • • „ : .. • $97 _ ! • .. .
D97C • „• !• - • _• •
416
08- 422301
Couplers
D97D . _ , • _ :.. .
D9: ,, • • ... • . • .... .. • •
D�(9�7lF� • • : „. ''. :•: • !• ': •• • .. .
D97G • ,,. • ''. • .. !• • ': ' .•.
Dew
D9 .. .. .
.. I •• ! . '.' .. D • ! ' '. • .
D98A . . • ! • ! •
D98B . . •• '•. • ! • • !•
D9SC Grated-Line-Drain-Details
' . . '. • e ♦ ! ' ♦ -
D 99A - . . ! . - • .. ! •
D99B .. : . e. • . •; !
D99C :. ! . ! • . •
D99D ! . • ! • •
D4-00A
D4-00B
D4-02 Undefdrains
• . • . . . .
11 .: • ! • . •
114 _ • ! •
1 . • _ \ • . •
117 . . . . . ! • •
118 • . • ; • • • . $ • \ . •
119 , • • . . . ! •
14-0 •:; :; . • .; . . • .. . •
NSP 1151 _ .. . ! • • . •
TEMPORARY CRASH CUSHIONS, RAILING AND TRAFFIC
SCREEN
T1A . . . ;, - • : 1 . ; • : ..
T1B . ; , ..
T2 Temporary Crash Cushion, Sand Filled (Shoulder Installations)
T3 Temporary Railing (Type K)
T4 Temporary Traffic Screen
417
08- 422301
II . a - ■ k •
RSP T7
T10 „ , _ .. .. .
T10A •,•• , . • , • •• ..
Expressways
T1l , _ • , • • .. .. • • •
ilighwaYs
T12 Traffic Control System for Lane Closure on Multilane Conventional
Highways
T13 • ,. : ... : • ,. ,. : ;:
Highways
T15 _ ••• , , . • : • • . - • T17 , _ ... , _..• , . • ,
r. •, • • • . ' , a •- a a •
T51 , !•
T52 , ! :: •
Barrier)
• T53 ,. ,. , !. , •
�✓ X54 Blanket)
' . .. , . ! • .. .. .. ..
T55 . • .. .. , !. , • ., .. ,. ..
Blanket)
T57 . • ., „ !. • .. • ., I •• ! ••
T8 • +. ,. ,. , !• ..
Entrance)
T59 . • ,. , !. .. • „
Washout—Facility)
BO 1 Bridge - Details
BO-3 Bridge- Details
B03
BO 13
PILES
B2 3 ,” .. . " • ! • • . • , . • •• •
B2-5 • • . ! . 1! , • •
RS-P -132 -8 Pile n + •l Cla 200
B211 !. •
418
-41011111111111111111 p
08- 422301
B34 • • - - • ► I '
B34 '• - - . . . .'
B3-3 Retaining-Wall-Type4A
B3-4
B35
B3-6 • . ► • -
B3 7
B3-8 ' • ! , ..
B3-9
B341 ' • ; .' ! " , , •
B64
B6-1-0 ,
B6-2-1- _
B7-1
B7-5 Peek-Drains
!.
B7 7 ;;: m.,. • n_z
B7-8
B7-1 -8
B7-11 131 Deta1ls
B8-5 • I • !
RAID
B11 7
B11 47
R14-51. Tubular-Hand-Railing
B11 52
1 . . . . ..1.1.
.
B1-1-53 , • • : . • 111-1-54 ., • • • :. -;
B44 -55 . . ; -
B1156 ., • •• . • B14-57 • • : -
B1 • • • ;. • . :! •• . -
B1� • • : : ! _ , :
419
08- 422301
B14-62 . • • ; . : ! _
♦rr
B-11-63
• . • ! _ • _ • •
B 4 : :! • B44-65 . • ! :
MP-B-14-66 • - ' ! : _ - , ' " ,
1•-67 • ' • . - • '• : • ' . - . • - • _
MP-B4-1-68 ' . , ' . - ! • ' . • . • • • • B44-69 . _ ! : _ • ' . • . • -
B440 ! • - •
• ' . . '. .. • G. v . ' . r v - . . .' .. \ r . . ! ... ,
B144
(BRIDGE)
B144 ... •. . • ., . .tt
B14-4 • •... .. • ! • ►•. • •'. • ... •►f
B14-5 ..• ; •'. • • ft
B15' •. . . . • . • . .. : . .. •
B152 - : . .. _ D• •
B-1-54 • . .. • ' ! • .
B154 . • . 1: • -
B155 .. : . . !• . •
B15-6 ... :. •
B157 •..•. .. : .• .• _ :. • ..
B4-5 -8 . • : . .• ,.. :. • •
B15-3 • .... • . •.. ! • . •
B'0 • •
Detail-ft-)
B15 11. .. .. „ ► ! ►► .
B15 12 : .. !" •.• .1 • ..
B1513 _.... ., : .. t ! ►t • .•• _, • .. . -
B15 14 •. : ._, , _.• •
B1515 ., :. .. ,_. • ..''• .. •
• •
. . . .
No. 3
420
yT( ry� ,y 08- 422301
C 84- e • ; • : .. •
_ • , •
.. . .. , . .. . ,, .
83 e • .. _ • : , . _ • '. • ' . • • •
Details
Details-1%10.4
D N., 2
86 ! • • . _ , \ .
_ , _ .. .1 • ' ' • •
Foundation
8 e • . • . . . _ , • ' _ • ' . . . . ' ' • •
Foundation
_ • ' ' _
S1-0 Details
S14 - ! • _ _ . , • ' . . . , •
S4-2 • • ,• -•: • . , . • . . 1 ) .
S 1 - 3 ! • • • . . - : • ,
81.4 ■ • ... • :• . , .'. •' • .• . .,
c p ' �
! . . _ • • • \ • : • . .
8-1-7 ! . . . .
S4-8 84•734 ! _ : • • • -. \ • • , .
! • •_ • • , 1 . , • - ' .: 1 •
8 i 9 ! ,. •11. - v. • _. �i • • 1 '. , • 3
Type A
820 e • ..__ _.. ► .. •__ .•
e • . • ... _ . .. •. •_ _ t•
822 e . __ „ .. • •._ - ! " _!''
Sign-Panels
830 ! • ... :' ... . , • .,. .. ,. • • 534 e • ... • • •.. . , •: . .•. ..
S32 ! • , . _ _ ... . , . ' , _ . .. . , . '•. . •
S33 e • .. - . . !• • •..
834 ! _ - 1
838 ..,. _
C Anchorage-Details
S36 ! • • , ...... • • . • • , - • _ . • . • . . ' .
421
08- 422301
-' - ••! - - • - - • - • . • -
S44 • • _ _ r • • _ • •
842 _ - :.• l'•:: . .•.. : ,.••.: • . •• !• . •
843 . • „ _
844 . r • •
.: - _ • , •
845 . _ : - _.. _. , ..
S46 , : - : • • • : • ' - : • , • • hi : • • • _ • • • f - • .. •
P T.,
f • 848 9 . . _ • . - ' , ! • •
849 ! .'.- . •.! • ■ 1 • * .1 _ 1 . • _ ` _ l • k - ._
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882
8- 1 tt
883 • .... : : r, - -
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888 _ . , . . : • - . : . , . • - .. . • • . ' • . • , • 889 ' • • • •••:.; - r • i • • • • : • ■ r • • • • ; ; • • • • ; ' •
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! _ :
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895 ,!•. ..• _... •
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810 • •' r Y , r • . + -' • i , 1 .. ! f
422
08- 422301
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f ,
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51113 . • . • . . ' ' • . • 7 . , • . . 1 7 • • . • . . •
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M ag e. Si 7 Model 500
4 AA sane Q: 7 A o do1.S 110 • • • ' . • f f _
5115 . . .. . :' •
5116 . . . . . : _
7 • ' . • - • . • . • . • . . , . • • .
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S4-40 ,fin DE AILS
51-40 t! , • • . : • , _ • . • • ' • _ •
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S'141 ! • . • , . - : , _ ' ' . . ', . , • • • . • • . • . - •
C 1 1. • : ' f • f
_ • f f ,
ES -1 -B7 , . •• _ .. . .
'PSG - • • - • •• _ •• , . •
rower
DIAGRAMS
..
ES2C _ _ • •
ES-2-D !• • '•
Typc III A Series)
ES--2-E _ _ _ ,
Type iii BSeries)
"l
Type III C Series)
ES2C _ .• !•_,..
T ype III it `" ^ �
ra-)
C - ' . 1/ ! • , • - - - ' • '1 i. ., .
- . • ! •
424
08- 422301
ES -314 _ :: : • !• .
C sr wog. m v.. ■ . ww .
CABINETS
ES-3D ! • •• . • • , •
ES 3E • . . ! •• •,
ES-3F ., !....
ES-3C .. • . . • .,. ! •• , !• .
• — ! ■ • • I. .,
ES-4A •.. _ ... _ _ . . • ES-4E - • • _ _ .. , _ • ES-4D . _ - •
ES-4E - • _ - " .. ,
-- ' • ... . - ". ! - • l-
ES-5A - .. •
ES-5B - • , _ • • • °D • • - •
C ES-5C - .. • ! .
ES-5D - , _ • • • . ! • • - •
-
-- ' - - - ". - . - . we . ' . !' • !_
ES-6A _
• _ • • • - - - - . • • • : , • • • - , . '
f
ES-6E _ : , !
ES-6F .. •. _ • • • - - -- • :: :, ! ,. : :• •
Deter
ES-6G - . • _ -
:, f
TYPO
ES-6L , _ ••• - _. _ . : : _!. ! !•: ••
�, f
Type -Details)
f
Mounted)
C • .... - : - I i• • . 9 . . . • ! ' .. . - • .• ! • ' !
ES 7A _ •• •• _ ••. _ •- - •. : .• •
f -
425
08- 422301
C B • ■: . • "• • . . ; ■ ; : . ..... : ';'-• ...* L : 11. :: :- : - : ..... •.' : : . . : -; :
RCDc _ _ _ r • .7
t 1 t
ES 7b _ .. _ . _ . — ..
— 1 I .. i It • RSP E _.. _ _ _ __ • _ • :f
.f
•
R SPB -7t? - . .. • _ - , . .. - • 7
— 1 1 •• •• I t f
ES 7i'7: .. • .. _ - _ _ .. - • 7
• . — 1 1 •• .• . I t t
ES-7I . - .. _ _ , -
ES r�� .. . . •. • . . . - . - - • . : - e • .
ES-71( Bcaee •
- V .. _ - - ,
Beae8" T. D 9 A n 9 I
C ES-7-L . • • . .
BeaeolOPYPes
DETAILS
ES-7M .
_ _ _ • . _ • _ • . r . .
ES-7N . - . . - .. _ - . ! .. - •
It. ar
NAME—SIGN
- .. • _ . .. _ • _ • .. • . • • • • • . • •. • . ,
Name -Sign) •
E S +7D - • _ • .• . . , : . . r. ' 1 -'f't' . . 5 .. . Li t . i ! . -
r� ! 1
INSTALLATIONS
ES 9A . . ! ,. • .r
ES-9B _ • _ • •. .. • • 1 • • f • . .
ES 9C _ 1 . ! ,
Lip 9T - • •_ . • .. .. f • • . .
C ES 99E - • . . . . . , . . . '
ESA __ _ •. _ - . • - • ... • •. • •• .r ! ,
426
08- 422301
ES-10 - .. • . . • .. a . .. . • • • ! • , • •
ES 11 _ • . . •
ES12A -. _ e
Vie)
ES12B ;, .. _ - ,. • • • - .. • • ,
Fixture)
. . „ I . • • . 1 . . 1 yr
ES-13A - ..
ES -1-3B - _ • '
.. '. - - - - 1 , - - , . - - - • ; - - 1 / - - _ - - - - ,
ES4-4A ;, .. . _ • •• - - ! ... ' .. , • • , • _ • _ _ ! " - • - • • ES-14B •, _ - -! - • !• , •• •
ES 14C _ - _ _ _ .. •
1 , ■ 1 , • . • . • 1 1 , .
ES-15A - .. _ _ _ - .. .... .
ES 15B _ . �, - _
ES 15C _ . .... . • ES -15D - •, _ •.. a •• _ .•. •. ..
• . ! . • . ! • • . ! . •
ES-1.6A .
- .. _
ES46B - .. • _ • • .: , • • .. - -
Mounted)
ES-16C - .. - : • .. _ • •
Details)
c
427