Technical Exhibit “C” Open End Paving Contract

Transcription

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HeadquartersIIICorps,FortHood
DirectorateofPublicWorks(DPW)
TechnicalExhibit“C”
OpenEndPavingContract
SPECIFICATIONS AwardDate:TBD
ContractNo.W91151Ͳ13ͲBͲ0005
DirectorateofPublicWorks
EngineeringDivision
USArmy,IIICorps
4612EngineerDr.
FortHood,TX76544
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Table of Contents
General Requirements
Section
Page
Subject
01000……………(pg 1)……Summary of Work
013201…………(pg 4)……Project Schedule
013300…………(pg 9)……Submittal Procedures
013513…………(pg 17)……Special Project Procedures
013523…………(pg 20)……Owner Safety Requirement
013529…………(pg 24)……Safety and Occupational Health Requirements
014501…………(pg 31)……Quality Control (QC)
015720…………(pg 41)……Environmental Protection
017700…………(pg 57)……Closeout Procedures
018000…………(pg 62)……Utilities
01039……………(pg 67)……Excavation and Utility Clearance Coordination
Section
Page
Subject
0001……………(pg 70)…………Record Drawings
0002……………(pg 76)………Removal of Flexible Pavements
0003……………(pg 78)………Removal of Reinforced Concrete
0004……………(pg 80)………Removal of Non-Reinforced Concrete
0005……………(pg 82)………Rubbish Handling (Dumpster & Rental)
0006……………(pg 84)………Cold Milling of Asphaltic Concrete (0 to 2 Inches Depth)
0009……………(pg 99)………Clear & Grubb (3 Inches Diameter)
0010……………(pg 102)………Clear & Grubb (3 to 7 Inch Diameter)
0011……………(pg 105)………Tree Removal (3 to 7 Inch Diameter - Per Tree)
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0012……………(pg 108)………Tree Removal (8 or Larger Diameter - Per Tree)
0013……………(pg 111)………Fill Material (Importing form off - site, compacted)
0014……………(pg 121)………Excavation (Exporting to off - site)
0015……………(pg 128)………Cut & Fill (Stays on – site, compacted)
0016……………(pg 141)………Reprocess Existing Base (Plow & Re-compact)
0017……………(pg 149)………Compact & Fine Grade Soil (Repair & Prepare)
0018……………(pg 160)………Lime Stabilization (Stabilize in-place mat’l)
0019……………(pg 178)……Wash Sand (Utility Bedding)
0020……………(pg 180)……Crusher Fines (In-Place, Compacted)
0021……………(pg 182)……Open-Graded Base (In-Place, Compacted)
0022……………(pg 184)……Flexible Base Material (In-Place, Compacted)
0023……………(pg 193)……Rip Rap Rock (Installed 3” x 5”)
0024……………(pg 195)……Rip Rap Rock (Installed 4” x 8”)
0025…………(pg 197)……Rip Rap Rock (Installed 8” x 12”)
0026…………(pg 199)……Bituminous Prime and/or Track Coat
0027…………(pg 203)……Hot-Mix Asphaltic Concrete
0028…………(pg 229)……Asphalt Stabilized Base
0029…………(pg 256)……Single Bituminous Surf Treatment
0030…………(pg 263)……Double Bituminous Surf Treatment
0031…………(pg 270)……Emulsified Asphalt Base Treatment
0032…………(pg 273)……Seal Coat Jennite A. E. (2 Coats)
0033…………(pg 278)……Seal Coat Jennite A. E. (3 Coats)
0035…………(pg 283)……Cold Mix Asphalt Patching
0036…………(pg 285)……Crack Seal (Cold Applied) Plyolastic (for Seal Coating)
0037…………(pg 291)……Crack Seal (Hot Applied) Seals Cracks in Bituminous Pave
0038…………(pg 297)……Resealing of Joints in Rigid Pave, 3/8-Inch Wide Joint
Section
Page
Subject
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0041…………(pg 339)……Resealing of Joints in Rigid Pave, 1-Inch Wide Joint
0042…………(pg 353)……Miscellaneous Concrete
0043…………(pg 354)……Concrete Pavement (Roadways & Motor pool) No Rebar
0044…………(pg 355)……Concrete Retaining Wall
0045…………(pg 356)……Concrete Curb & Gutter
0046…………(pg 357)……Concrete Erosion Retard
0047…………(pg 358)……Concrete Sidewalk
0048…………(pg 359)……Concrete Headwall
0049…………(pg 360)……Concrete Box Inlet/Manhole
0050…………(pg 361)……Concrete Steel Reinforcement
0064…………(pg 362)……Valve Box Adjusted to Grade
0065…………(pg 365)……Manhole Adjusted to Grade
0066…………(pg 368)……Corrugate Metal Pipe (Installed) 21” x 15” (Arch Pipe)
0070…………(pg 372)……Corrugate Metal Pipe Culverts
0071…………(pg 373)……CMP Slotted Drain
0072…………(pg 374)……Reinforce Concrete Pipe (Installed) 18-Inch Diameter
0079…………(pg 381)……Perforated PVC 6-inch Diameter Pipe(French Drain/Installed)
Section
Page
Subject
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0083…………(pg 382)……Landscape Aggregate
0084…………(pg 384)……Geotextile Material
0092…………(pg 388)……Scour Stop
0114…………(pg 390)……Add Highway Beads
0115…………(pg 392)……Add Airfield Beads
0140…………(pg 394)……Structural Steel Fabrication (05160 Steel Trusses, 05210
Steel Joists and Joist Girders, 05500 Metal: Misc,
Standard Articles, and Fabrications, 05805 Expansion
Joint Covers)
0145…………(pg 432)……Detectable Warning Pavers
0147…………(pg 434)……Install New Controller (Eagle Brand)
0148…………(pg 436)……Re-Time Traffic Intersection
0149…………(pg 438)……Temporary Traffic Signal
0170…………(pg 440)……LED Section Retrofit Kit Installed
0186…………(pg 442)……Miscellaneous Project Elements
Site Work
Section
Page
Subject
02222…………(pg 444)……Excavation, Trenching, and Backfilling for Storm Drainage
Systems
02358…………(pg 454)……Metal Beam Guard Fence
02359…………(pg 461)……Remove Metal Beam/or Cable Guard Fence
02441…………(pg 463)……Road Bore with Pipe Sleeve
02511…………(pg 471)……Concrete Sidewalks, Erosion Retards, Curbs and Gutters
02515…………(pg 494)……Concrete Pavement for Roads, Streets, and Open Storage
Areas
02580…………(pg 549)……Joint Sealing in New Concrete Pavement
02720…………(pg 555)……Storm-Drainage System
02834…………(pg 569)……Wheel Stop Removal and Replacement
02900…………(pg 572)……Pavement Markings (Temporary & Permanent)
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02920…………(pg 578)……Permanent Traffic Signs
02922…………(pg 583)…… Soil Surface Erosion Control
Site Work
Section
Page
Subject
02950…………(pg 592)……Delineators with Winged Channel Posts
02955…………(pg 595)……Moving Target Track Assembly (Attachment
NN)
Concrete
Section
Page
Subject
03301…………(pg 597)……Miscellaneous Concrete
321116.16(pg 610)……Base Course for Rigid and Subbase Course for Flexible &
Pervious Paving
321124………(pg 615)……Graded Crushed Aggregate Base Course For Pervious &
Flexible Pavement
321343………(pg 625)……Pervious Concrete Paving
05090…………(pg 638)……Welding Structural
Electrical
Section
Page
Subject
16600…………(pg 641)……Installation of Highway Traffic Signals, Traffic Signal
Control Assemblies
16620…………(pg 647)……Traffic Signal Pole Assemblies (Steel)
16630…………(pg 655)……Foundations for Traffic Signals
16640…………(pg 658)……Vehicle and Pedestrian Signal Heads
16650…………(pg 669)……Traffic Signal Cables
16660…………(pg 674)……Traffic Signal Detectors
16680…………(pg 679)……Ground Boxes
16700…………(pg 681)……Conduit
16720…………(pg 684)……Jacking or Boring Pipe
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FORT HOOD LANDSCAPING AND PLANTING GUIDENCE
Section
Page
Subject
03000…………(pg 688)……Memorandum of Instruction(MOI)-Landscaping on Fort Hood
03100…………(pg 701)……Tree Protection and Preservation
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SUMMARY OF WORK
7 Aug 12
PART 1
1.1
GENERAL
WORK TO BE PERFORMED
The work to be performed consists of all plant, labor, equipment, supervision,
and materials to complete the assigned task orders in strict accordance with
the plans and specifications for the contract period.
1.2
LOCATION OF WORK
The work shall be located at Fort Hood Texas. The exact location will be
shown on each task order.
1.3
Project Description
This work consists of the contractor providing all plant, supervision, labor,
materials, equipment, supplies and transportation necessary for the following
principal features associated with roads, ground, site repair, and improvements
in accordance with the specifications, plans and Task order information. All
work shall comply with all State, local and Federal laws and regulations,
industry and construction codes and standards, manufacturer's specifications
and recommendations, and all contract special provisions, terms and
conditions. The Contractor shall be responsible for obtaining all required
licenses and permits to perform construction work on a Federal installation,
be properly bonded and insured in accordance with FAR requirements furnishing
all plant, labor, equipment. Upon completion of a Task Order the contractor
shall turn in as built drawings for the Task Order completed.
1.3.1 Project Duration
Contract performance period, defined as date of contract award to completion
of all contractual obligations.
1.4
1.4.1
WORK REQUIREMENTS
Traffic Thru Construction Zone Traffic Control Plan:
When the location of the work is such that vehicle traffic will encroach on
construction zone including repair and maintenance operations, the
Contractor shall prepare/submit a Traffic Control Plan to the Contracting
Officer Repersentive for approval. No work shall commence until given
approval by KO. The traffic control plan shall include street closures and
detour routes when applicable. The traffic control devices specified in the
traffic control plan shall comply with the Manual of Uniform Traffic Control
Devices for Streets and Highways from the U.S. Department of Transportation
and meet appropriate TxDOT Standards. The Contractor shall abide with the
Manual of Uniform Traffic Control Devices for Streets and Highways in all
aspects of the work. Further, the traffic control plan shall be submitted a
minimum of 21 working days after the task order award date. Contractor will
be required to provide up to four MUTCD approved portable electronic
changeable LED message board signs (Approximate size is 4’ by 5’).
1.4.1.1
Closure of Roads and Streets
Work shall be scheduled so that a minimum of one traffic lane will be
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open for traffic at all times during the Contractor's repair or construction
operations, or unless road closure is required a detour route shall be provided
in the traffic control plan to the government for approval.
1.4.1.2
Closure of Parking Areas
Parking areas may be closed to traffic for the minimum time required for
construction, as directed by the Contracting Officer or his Representative.
Efforts shall be made to divide large parking areas into two or more work areas
to allow parking use in one of the areas.
1.4.1.3
Parking Lot Entrances and Exits
Parking lot entrances and exits that must be closed to accomplish the work
shall be closed with the use of barricades, appropreiate signage, and safety
tape.
The barricades shall comply with the Manual of Uniform Traffic
Control Devices for Streets and Highways from the U.S. Department of
Transportation. The barricades shall be spaced
such that vehicle traffic
cannot pass between the barricades.
1.4.2
Occupied Buildings
Limited access for the building's occupants shall be maintained to occupied
buildings within the work area. The Contractor shall coordinate work with the
Contracting Officer or his Representative to insure adequate provisions are
made for personnel vehicular access for loading or unloading, if required by
the user.
1.4.3
PAVEMENT DROP-OFFS ADJACENT TO EXISTING TRAVELED WAY
1.4.3.1
General
A drop-off is defined as a vertical edge 2-inches or more, immediately
adjacent to the existing traveled way. The time period that drop-offs exist
shall be kept to a minimum. If the drop off exist for more than 21 calendar
days then place uncompacted base material that shall extend out to a minimum
width of 4 feet, if possible.
1.4.3.2.1
1.4.3.3
No Consideration for Weather Delays
Approved Base Material
If the uncompacted base material becomes contaminated or the gradation changes
beyond the specification requirements the material shall not be incorporated
into the finished subbase, base, shoulder, or open surface and the material
shall be removed from the project site.
1.4.4
Tack Coat
Work shall be planned so that no more tack coat than necessary for the
day's operation shall be placed in the work area. Appropriate measures shall
be taken to avoid traffic not essential to the work. Deviations from this
statement shall be made only with the approval of the Contracting Officer or
their Representative.
1.4.5
Fire Hydrant Connection
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Contractor must submit the proposed hydrant connection and assembly for
American Water review and approval. Unit must have a backflow preventer,
meter, and flow control valve that shall be furnished by the contractor.
Fire Hydrant cannot be used for flow control or start/stop
of flow. All
connections to the hydrant must be disconnected at the close of business each
day or notice of "Out of service" with approval from Fire Department shall be
obtained. Fire hydrant must be "slow" opened and/or
closed no faster
than 2 minute duration. Contractor is responsible for all
damage to the
hydrant. The contractor shall be required to submit the meter reading to the
Contracting Officer on the last work day of the month for the duration of the
contract.
1.5
MATERIALS REJECTED FOR NON-COMPLIANCE
Materials which are rejected by the Government as being unsuitable shall be
removed from Government Property immediately.
1.6
ORDERING WORK UNDER THIS CONTRACT
Work shall be ordered under this Contract when, in the judgment of the
Contracting Officer, Government forces are not available to accomplish the work
or the work is not included as an integral part of the work to be performed
under another Government Contract.
1.7
REPAIR, REMOVAL AND/OR INSTALLATION OF APPURTENANCES
The labor, materials, and equipment reimbursable work items may be used to
perform unforeseen work that may be required in repairing or constructing
roads, grounds, site repair and improvements or their related structures.
These work items are considered incidental and their nature and quantities are
unknown. They are included in the Bidding Schedule to reimburse the Contractor
for labor, material, and equipment costs including all overhead and profit
required by the Contractor to perform this work.
1.7.1
Work Authorization
Work under this section will be ordered by Task Orders, or
Modifications
thereto, with ceilings established by the Government.
Task Order quantities
for contract items shall be field verified
by the Pre-award PM, COR and
Contractor prior to the construction and the contractor shall submit the
quantity estimate to the government no later than 10 business days after site
visit and all changes are made thru RFIs.. Field notes and computations shall
be
submitted
for
approval,
as
directed
by
the
Contracting
Officer
Representative.
1.7.2
Completion
Upon completion of work and acceptance by the Contracting Officer the
Contractor Representative shall submit than to the Contracting Officer a
payment request (format provided by Contracting Officer), supported by
documentation required by FAR 52.232-7,Payments Under Time and Materials and
Labor-Hour Contracts.
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--- END OF SECTION ---
PROJECT SCHEDULE
7 Aug 12
PART 1 GENERAL
1.1 SUBMITTALS
The following shall be submitted in accordance with SECTION SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
Project Schedule
1.2 QUALIFICATIONS
Designate an authorized representative to be responsible for the preparation
of the schedule and all required updating (activity status) and preparation
of reports. The authorized representative shall be experienced in scheduling
projects similar in nature and complexity to this project and shall be
experienced in the use of the scheduling software that meets the
requirements of this specification.
PART 2 PRODUCTS
Not Applicable.
PART 3 EXECUTION
3.1 GENERAL REQUIREMENTS
Prepare for approval a Project Schedulethat reflects the sequence in which
the Contractor proposes to perform the work, and dates on which the
Contractor contemplates starting and completing all scheduled activities.
The scheduling of the entire project is required. Contractor management
personnel shall actively participate in its development. Subcontractors and
suppliers working on the project shall also contribute in developing and
maintaining an accurate Project Schedule. The schedule must be a forward
planning as well as a project monitoring tool. The following information
will be shown at the top of the project schedule:
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)
Contract number
Contractor's name and address
Notice to Proceed (NTP) Date
Contract Completion Date
Government Project Number
Government Project Title
Contracting Officer’s name, with Signature and date approved
COR’s name, with Signature and date approved
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(j)
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Contractor Project Manager name, with Signature and date approved
Cost associated with each work element
Percentage of each work element
Performance period scheduled in bi-weekly periods
3.1.1 Approved Project Schedule
Use the approved Project Schedule to measure the performance period of the
work and to aid in evaluating time extensions. The schedule will provide
the basis for all progress payments. If the Contractor fails to submit any
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schedule within the time prescribed, the COR may withhold approval of
progress payments until the Contractor submits the required schedule.
3.1.2 Schedule Progress Reports
Provide a bi-weekly Schedule Progress Report in which the performance period
coincides with the approved Project Schedule. If, in the opinion of the
COR, the Contractor falls behind the approved schedule, the Contractor shall
take steps necessary to improve its progress including those that may be
required by the Contracting Officer, without additional cost to the
Government. In this circumstance, the Contracting Officer may require the
Contractor to increase the number of shifts, overtime operations, days of
work, and/or the amount of construction planned, and to submit for approval
any supplementary schedule or schedules as the COR deems necessary to
demonstrate how the approved rate of progress will be regained. The
following information will be provided in each progress report:
(a) Contract number
(b) Contractor's name and address
(c) Notice to Proceed (NTP) Date
(d) Biweekly Report Number (sequential)
(e) Contract Completion Date
(f) Project Number
(g) Contracting Officer's Representative name, with Signature and date
approved
(h) Contractor Project Manager name, with Signature and date approved
(i) Performance Period covered
(j) Total % actual work completed for contract
(k) Total % scheduled work completed for contract
(l) If required, narrative justifying deviations from approved schedule
3.1.3 Default Terms
Pursuant to the contract clause 52.236-15 SCHEDULES FOR CONSTRUCTION
CONTRACTS, failure of the Contractor to comply with the requirements of the
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Contracting Officer shall be grounds for a determination by the Contracting
Officer that the Contractor is not prosecuting the work with sufficient
diligence to ensure completion within the time specified in the contract.
Upon making this determination, the Contracting Officer may terminate the
Contractor's right to proceed with the work, or any separable part of it, in
accordance with the default terms of the contract.
3.2 BASIS FOR PAYMENT
Use the Schedule Progress Report as the basis for determining contract
earnings during each update period and therefore the amount of each progress
payment. Lack of an approved schedule update or qualified scheduling
personnel will result in an inability of the COR to evaluate contract earned
value for the purposes of payment. Failure of the Contractor to provide all
required information will result in the disapproval of the preliminary,
initial and subsequent schedule updates. In the event schedule revisions are
directed by the COR and those revisions have not been included in subsequent
revisions or updates, the Contracting Officer may hold retainage up to the
maximum allowed by contract, each payment period, until such revisions to
the Project Schedule have been made.
3.3 PROJECT SCHEDULE DETAILED REQUIREMENTS
The Contractor shall submit a detailed project schedule showing all phases
of work in a logical sequence, for approval, within 5 days of the Notice to
Proceed and prior to the commencement of any construction. The schedule
shall be three originals signed by the Contractor. In the event of a
contract modification a revised progress schedule shall be required.
3.3.1 Government Activities
Show Government and other agency activities that could impact progress.
These activities include, but are not limited to: utility and digging permit
inspections, environmental permit approvals by state and federal regulators,
access-restricted time periods, utility tie-in, Government Furnished
Equipment (GFE), and Notice to Proceed (NTP) for phasing requirements.
3.3.2 Project Start Date
The schedule shall start no earlier than the date on which the NTP was
acknowledged.
3.3.3 Scheduled Project Completion
The schedule interval shall extend from NTP date to the required contract
completion date. The contract completion activity (End Project) shall finish
based on the required contract duration in the accepted contract proposal,
as adjusted for any approved contract time extensions. The first scheduled
work period shall be the day after NTP is acknowledged by the Contractor.
3.4 PROJECT SCHEDULE SUBMISSIONS
Provide the submissions as described below. The reports required for each
submission are contained in SECTION SUBMITTAL PROCEDURES.
3.5 PERIODIC SCHEDULE UPDATE MEETINGS
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At the direction of the COR, the Contractor will conduct periodic schedule
update meetings for the purposes of reviewing the Contractor's proposed out
of sequence corrections, determining causes for delay, correcting logic,
maintaining schedule accuracy and determining earned value.
3.6 REQUEST FOR TIME EXTENSIONS
In the event the Contractor believes it is entitled to an extension of the
contract performance period, completion date, Contractor shall furnish the
following information for a determination by the Contracting Officer:
justification, project schedule data, and supporting evidence as the
Contracting Officer may deem necessary. Submission of proof of excusable
delay, based on revised schedule, duration, and costs, (updated to the
specific date that the delay occurred), is a condition precedent to any
approvals by the Government. All justification documentation must be in
writing and signed by a company official approved to commit the Contractor
prior to the completion date of the contract.
3.6.1 Justification of Delay
The project schedule shall clearly display that the overall project
schedule has been used in full due to the work involved with this request.
The Contracting Officer's determination as to the number of allowable days
of contract extension shall be based upon the project schedule updates in
effect for the time period in question, and other factual information.
Actual delays that are found to be caused by the Contractor's own actions,
which result in a calculated schedule delay, will not be a cause for an
extension to the completion date.
3.6.2 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER
This provision is in accordance with FAR 52.211 TIME EXTENSIONS. In order
for the Contracting Officer to award a time extension under this clause,
the following conditions must be satisfied:
(a) The weather experienced at the project site during the contract
period must be found to be unusually severe, that is, more severe than
the adverse weather anticipated for the project location during any given
month.
(b) The unusually severe weather must actually cause a delay to the
completion of the project and adversely affect activities. The delay must
be beyond the control and without the fault or negligence of the
Contractor.
The following schedule of monthly anticipated adverse weather delays due to
precipitation is based on National Oceanic and Atmospheric Administration
(NOAA) or similar data for the project location and will constitute the base
line for monthly weather time evaluations. The Contractor's progress
schedule must reflect these anticipated adverse weather delays in all
weather dependent activities.
TABLE 3.6.2 MONTHLY ANTICIPATED ADVERSE WEATHER DELAY WORK DAYS BASED ON (5)
DAY WORK WEEK KILLEEN, TX AREA (FORT HOOD)
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
4
4
4
4
6
4
3
3
4
4
3
4
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Upon acknowledgment of the notice to proceed (NTP) and continuing throughout
the contract, the Contractor will record on the daily inspection report, the
occurrence of adverse weather and resultant impact to normally scheduled
work. Actual adverse weather delay days must prevent work on critical
activities for 50 percent or more of the Contractor's scheduled work day.
The number of actual adverse weather delay days shall include days impacted
by actual adverse weather (even if adverse weather occurred in previous
month), be calculated chronologically from the first to the last day of each
month, and be recorded as full days. If the number of actual adverse weather
delay days exceeds the number of days anticipated as shown in table 3.6.2,
the Contracting Officer will convert any qualifying delays to calendar days,
giving full consideration for equivalent fair weather work days, and issue a
modification in accordance with FAR 52.211 TIME EXTENSIONS.
-- End of Section –
SUBMITTAL PROCEDURES
7 Aug 12
PART 1 GENERAL
The attached submittal register contains the required items the Contractor
shall submit for Government approval. All submittals listed on the submittal
register will be approved by the Government unless otherwise noted. The COR
may request submittals in addition to those specified when deemed necessary
to adequately describe the work covered in the respective sections.
Units of weights and measures used on all submittals are to be the same as
items delivered to the job site.
Each submittal is to be complete and in sufficient detail to allow ready
determination of compliance with contract requirements.
Contractor's Quality Control Manager (QCM) shall check and approve all items
prior to submittal, sign, and date indicating action taken. Proposed
deviations from the contract requirements are to be clearly identified.
Include within submittals items such as: Contractor's, manufacturer's, or
fabricator's drawings; descriptive literature including (but not limited to)
catalog cuts, diagrams, operating charts or curves; test reports; test
cylinders; samples; O&M manuals (including parts list); certifications;
warranties; and other such required submittals.
All electronic submittals (Disk) shall be on a CD-R disk only and clearly
state the Contractors name, date, contract number and submittal number.
1.1 DEFINITIONS
1.1.1 Submittal Descriptions (SD)
Submittal requirements are specified in the technical sections. Submittals
are identified by Submittal Description (SD) numbers and titles as follows:
Submittals required prior to a notice to proceed:
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Certificates of insurance
Surety bonds
Submittals required prior to the start of construction on a contract:
Construction Project Schedule
Submittal register
Health and safety plan
Quality Control (QC) plan
Environmental protection plan
SD-02 Shop Drawings
Drawings, diagrams and schedules specifically prepared to illustrate
some portion of the work. Drawings prepared by or for the Contractor
to show how multiple systems and interdisciplinary work will be
coordinated.
SD-03 Product Data
Catalog cuts, illustrations, schedules, diagrams, performance charts,
instructions and brochures illustrating size, physical appearance and
other characteristics of materials, systems or equipment for some
portion of the work.
SD-04 Samples
Physical examples of materials, equipment or workmanship, illustrating
functional and aesthetic characteristics of a material, or product;
and establish standards by which the work can be judged. Field samples
and mock-ups constructed on the project site establish standards by
which the ensuring work can be judged. Includes assemblies, or
portions of assemblies, which are to be incorporated into the project.
SD-05 Design Data
Design calculations, mix designs, analyses or other data pertaining to
a part of work.
SD-06 Test Reports
Report signed by an authorized third party certified official of a
testing laboratory that a material, product or system identical to the
material, product or system to be provided has been tested in accord
with specified requirements.
Report which includes findings of a test required to be performed
by the Contractor on an actual portion of the work or prototype
prepared for the project before shipment to job site.
Report which includes finding of a test made at the job site or
on sample taken from the job site, on portion of work during or
after installation.
SD-07 Certificates
Statements printed on the manufacturer's letterhead and signed by
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responsible officials of manufacturer of product, system or
material attesting that product, system or material meets
specification requirements. Must be dated after award of project
contract and clearly name the project.
Document required of Contractor, or of a manufacturer, supplier,
installer or subcontractor through Contractor, the purpose of which
is to further quality of orderly progression of a portion of the work
by documenting procedures, acceptability of methods or personnel
qualifications.
SD-08 Manufacturer's Instructions
Preprinted material describing installation of a product, system
or material, including special notices and Material Safety Data
sheets, concerning impedances, hazards, and safety precautions.
SD-09 Manufacturer's Field Reports
Documentation of the testing and verification actions taken by
manufacturer's representative at the job site, in the vicinity of the
job site, or on a sample taken from the job site, on a portion of the
work, during or after installation, to confirm compliance with
manufacturer's standards or instructions. The documentation must be
signed by an authorized official of a testing laboratory or agency
and must state the test results; and indicate whether the material,
product, or system has passed or failed the test.
SD-10 Operation and Maintenance Data
Data that is furnished by the manufacturer, or the system provider, to
the equipment operating and maintenance personnel, including
manufacturer's help and product line documentation necessary to
maintain and install equipment. This data is needed by operating and
maintenance personnel for the safe and efficient operation,
maintenance and repair of the item.
This data is intended to be incorporated in an operations and
maintenance manual or control system.
SD-11 Closeout Submittals
Documentation to record compliance with technical or administrative
requirements, or to establish an administrative mechanism.
Special requirements necessary to properly close out a construction
contract, for example, Record Drawings and as-built drawings; also,
submittal requirements necessary to properly close out a major phase
of construction on a multi-phase contract.
1.1.2 Approving Authority
Office or designated person authorized to approve submittal (QCM is the only
authorized personnel to approve submittals).
1.1.3 Work
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As used in this section, on and off-site construction required by contract
documents, including labor necessary to produce submittals, construction,
materials, products, equipment, and systems incorporated or to be
incorporated in such construction.
1.2 SUBMITTAL CLASSIFICATION
Submittals are to be classified as follows:
(a) For Government approval as listed on submittal register (will be
coded as G).
(b) For Information Only as listed on submittal register (will be coded
as FIO).
1.3 FORWARDING SUBMITTALS
1.3.1 Submittals Required from the Contractor
As soon as practicable after award of contract, and before procurement of
fabrication, forward to the assigned COR, submittals required in the
technical sections of this specification.
1.4 PREPARATION
1.4.1 Transmittal Form
Transmit each submittal, except sample installations and sample panels
(mock ups), to the COR. Transmit submittals with transmittal form (ENG Form
4025) prescribed by Contracting Officer and standard for project. On each
transmittal form identify Contractor, indicate the date of submittal,
include a date stamp from the Contracting Officer, and include information
prescribed by transmittal form and required in paragraph entitled
"Identifying Submittals."
Use the attached sample transmittal form (ENG Form 4025) for submitting
both Government approved and information only submittals.
Any incomplete transmittals will be rejected and returned to the Contractor
without action taken. This action does not constitute Government delays.
1.4.2 Identifying Submittals
The Prime Contractor is to prepare and review all specified submittals
prior to submitting for Government approval.
Identify submittals with the following information permanently adhered to or
noted on each separate component of each submittal and noted on transmittal
form. Each submittal description (SD) will be tabbed appropriately and be
complete per the specification. Included information will be highlighted,
clearly identifying the product(s) being submitted for review. Mark each
copy of each submittal identically, with the following:
(a) Project title and location.
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(b) Construction contract number.
(c) Date of the drawings and revisions.
(d) Section number and paragraph of the specification section by which
submittal is required.
(e) Submittal description (SD) number of each component of submittal.
(f) When a resubmission, add alphabetic suffix on submittal description.
For example, submittal 18 would become 18A, to indicate resubmission. One
copy of the rejected ENG Form 4025 and any associated continuation sheets
will be included with each re-submittal.
1.4.3 Format for SD-02 Shop Drawings
(a) Shop drawings are not to be less than 8 1/2 by 11 inches nor more than
30 by 42 inches, except for full size patterns or templates. Prepare
drawings to accurate size, with scale indicated. Drawings are to be suitable
for reproduction and be of a quality to produce clear, distinct lines and
letters with dark lines on a white background.
(b) Present full size shop drawings as part of the bound volume for
submittals required by section.
(c) Include on each drawing the drawing title, number, date, and revision
numbers and dates.
(d) Number drawings in a logical sequence. Each drawing is to bear the
number of the submittal in a uniform location adjacent to the title block.
Place the Government contract number in the margin, immediately below the
title block, for each drawing.
1.4.4 Format of SD-03 Product Data and SD-08 Manufacturer's Instructions
(a) Present product data submittals for each section as a complete, bound
volume. Include table of contents, listing page and catalog item numbers for
product data.
(b) Indicate, by prominent notation, each product which is being submitted;
indicate specification section number and paragraph number to which it
pertains.
(c) Provide product data in English units.
(d) Include the manufacturer's name, trade name, place of manufacture, and
catalog model or number on product data.
(e) Where equipment or materials are specified to conform to industry and
technical society reference standards, submit proof of such compliance. The
label or listing by the specified organization will be acceptable evidence
of compliance.
1.4.5 Format of SD-04 Samples
(a) Furnish samples in sizes below, unless otherwise specified or unless the
manufacturer has prepackaged samples of approximately same size as specified:
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(1) Sample of Materials Less Than 2 by 3 inches: Built up to A4 8 1/2 by
11 inches.
(2) Sample of Materials Exceeding A4 8 1/2 by 11 inches: Cut down to A4 8
1/2 by 11 inches and adequate to indicate color, texture, and material
variations.
(3) Color Selection Samples: 2 by 4 inches. Where samples are specified
for selection of color, finish, pattern, or texture, submit the full set
of available choices for the material or product specified. Sizes and
quantities of samples are to represent their respective standard unit.
(4) Sample Panel: 4 by 4 feet.
(5) Sample Installation: 100 square feet.
(b) When color, texture or pattern is specified by naming a particular
manufacturer and style, include one sample of that manufacturer and style,
for comparison.
1.4.6 Format of SD-05 Design Data and SD-07 Certificates
Provide design data and certificates on 8 1/2 by 11 inches paper. Provide a
bound volume for submittals containing numerous pages.
1.4.7 Format of SD-06 Test Reports and SD-09 Manufacturer's Field Reports
Provide reports on 8 1/2 by 11 inch paper in a complete bound volume.
1.4.8 Format of SD-01 Preconstruction Submittals and SD-11 Closeout
Submittals
Provide all dimensions in administrative submittals in English.
1.5 QUANTITY OF SUBMITTALS
Submit one original and two copies of all submittals.
1.6 SUBMITTAL REGISTER
Maintain submittal register as the work progresses. Do not change data which
is provided by the Government in columns (c), (d), (e), and (f); retain and
update data which is approved or as noted by Government in columns (a), (g),
(h), and (i). A submittal register showing items of equipment and materials
for which submittals are required by the specifications is provided as an
attachment. This list may not be all inclusive and additional submittals may
be required.
Column (c): Lists specification section in which submittal is required.
Column (d): Lists each submittal description (SD No. and type,
e.g. SD-02 Shop Drawings) required in each specification section.
Column (e): Lists one principal paragraph in specification section where a
material or product is specified. This listing is only to facilitate
locating submitted requirements. Do not consider entries in column (e) as
limiting project requirements.
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1.6.1 Use of Submittal Register
Submit updated submittal register with each payment request. Verify that
all submittals required for project are listed and add missing submittals.
Coordinate and complete all fields on the register.
1.6.2 Contractor Action Code and Action Code
Entries for columns (j) and (o), are to be used are as prescribed by
Transmittal Form.
1.7 SCHEDULING
No delay damages or time extensions will be allowed for time lost due to
late or incomplete submittals.
Coordinate scheduling, sequencing, preparing and processing of submittals
with performance of work so that work will not be delayed by submittal
processing. Allow for potential re-submittal of requirements.
Prior to the start of any construction, provide for approval by the COR all
preconstruction submittals.
Within 60 calendar days of contract award, provide for approval by the COR
all other product and material submittals to be incorporated into the
project.
1.7.1 Reviewing, Certifying, Approving Authority
The QC Manager (QCM) is responsible for reviewing and certifying that
submittals are in compliance with contract requirements. Approving authority
on submittals is the QCM.
1.7.2 QC Organization Responsibilities
(a) Review each submittal; check and coordinate each submittal with
requirements of work and contract documents.
(b) Review submittals for conformance with project design concepts and
compliance with contract documents.
(c) Sign certifying statement or approval statement. The QCM is the
designated person signing certifying statements. The use of original ink for
signatures is required. Stamped signatures are not acceptable.
(d) Update submittal register as submittal actions occur and maintain the
submittal register at project site until final acceptance of all work by
COR.
1.8 GOVERNMENT APPROVING AUTHORITY
The Contracting Officer’s Representative (COR) will:
(a) Review submittals for approval within scheduling period specified and
only for conformance with project design concepts and compliance with
contract documents.
(b) Identify returned submittals with one of the actions defined in
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paragraph entitled "Review Notations" and with markings appropriate for
action indicated.
(c) Upon completion of review of submittals, date approved submittals, two
copies of the approved submittal will be retained by the COR and one copy
of the submittal will be returned to the Contractor.
1.8.1 Review Notations
COR’s review will be completed within 14 calendar days after date of
submission. COR will annotate submittals using codes listed on ENG FORM
4025.
1.9 DISAPPROVED SUBMITTALS
Contractor shall make corrections required by the COR. If the Contractor
considers any correction or notation on the returned submittals to
constitute a change to the contract drawings or specifications; notice as
required under the clause entitled, "Changes" is to be given to the COR.
Contractor is responsible for the dimensions and design of connection
details and construction of work. Failure to point out deviations may
result in the Government requiring rejection and removal of such work at
the Contractor's expense.
If changes are necessary to submittals, the Contractor shall make such
revisions and submission of the submittals in accordance with the
procedures above. No item of work requiring a submittal change is to be
accomplished until the changed submittals are approved.
Disapproved submittals shall maintain compliance with paragraph 1.7 of this
section.
1.10 APPROVED SUBMITTALS
The COR’s approval of submittals is not to be considered as a complete and
thorough check of the adequacy of the submittal. Approval or acceptance will
not relieve the Contractor of the responsibility for any error which may
exist.
1.11 APPROVED SAMPLES
Approval of a sample is only for the characteristics or use named in such
approval and is not to be considered approval to change or modify any
contract requirements. Before submitting samples, the Contractor is to
assure that the materials or equipment will be available in quantities and
in adequate time as required by the project schedule. No change or
substitution will be permitted after a sample has been approved.
Match the approved samples for materials and equipment incorporated in the
contract.
Failure of any materials to pass the specified tests will be sufficient
cause for refusal to consider, under this contract, any further samples of
the same brand or make of that material.
Samples of various materials or equipment delivered on the site or in place
may be taken by the COR for testing. Samples failing to meet contract
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requirements will automatically void previous approvals. Contractor shall
replace such materials or equipment to meet contract requirements.
1.12 WITHHOLDING OF PAYMENT
Payment for materials incorporated in the work will not be made if required
approvals have not been previously obtained. No payment for materials
incorporated in the work will be made if all required Designer of Record or
required Government approvals have not been previously obtained. No payment
will be made for any materials incorporated into the work for any
conformance review submittals or information only submittals found to
contain errors or deviations from the Contract or Accepted Proposal.
PART 2 PRODUCTS
Not used.
PART 3 EXECUTION
Not used.
SPECIAL PROJECT PROCEDURES
7 Aug 12
PART 1 GENERAL
This Section covers the project requirements unique to Fort Hood, Texas.
These unique requirements relate to items such as the digging permit
process; use of Fort Hood airfields; Fort Hood landfill operations and
permit requirements. No separate payment will be made for work covered
under this section.
1.1 SUMMARY
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The requirements of this Section apply to, and are a component part of, each
section of the specifications.
1.2 SUBMITTALS
Submit the following in accordance with SECTION SUBMITTAL PROCEDURES:
SD-07 Certificates/Permits
(a) Digging and Water Use Permits - Digging permits must be obtained
prior to any digging, drilling or excavation. See paragraph DIGGING
PERMITS for additional information.
(b) Fort Hood Airfield Use - Installation Airfield use is prohibited.
(c) List of Regulated Material On-site and MSDS - Submittal of
regulated materials list and MSDS to DPW COR.
1.3 FORT HOOD AIRFIELD ACCESS
Contractors performing work under this contract requiring access to either
Hood Army Air Field or Robert Gray Army Air Field must obtain access badges
from the COR prior to starting Site work. Security of these badges is the
responsibility of the General Contractor; who will sign for the badges from
the COR. No progress payments greater than 80% will be approved until all
badges are returned to the COR.
1.4 DIGGING PERMITS, STORM WATER, POLLUTION PREVENTION PLAN (SWPPP)
REQUIREMENTS, WATER USE PERMITS AND UTILITIES
1.4.1 Digging Permits
The Contractor shall submit for and obtain digging permits directly from the
Fort Hood Post DPW (254-287-9735), immediately upon contract award, before
any drilling, digging, or excavation is undertaken.
(a) Provide a completed form FHT 200-X10, Coordination for Land
Excavation & Water Use, to the DPW building 4612, Fort Hood, Texas for
each permit. Allow 30 days for Government review of digging permit
requests. A digging permit for a specified area of excavation expires 15
days after the issue date; Contractor must re-apply for a new permit to
perform excavation in the area if the excavation was not started within
the 15 day period. Contractor is required to maintain all utility
markings at project site.
(b) Permits will identify all underground utilities within 5 feet of the
designated area. Contractor shall be responsible for all repairs, costs,
and damages due to excavating without permit or damaging an identified
utility. Unidentified utilities shall be repaired by the Contractor at
Government expense.
(c) All personnel performing the digging, including all subcontractor
personnel must be present at the digging permit inspection. The permit
must be kept on-site and presented if requested.
1.4.2 Not Used.
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1.4.3 Not Used
1.4.4 Utilities
For all Water/Wastewater contract requirements refer to American Water
specifications at the time of Task Order was awarded at
www.amwater.com/products-and-services/Federal-Services/MilitaryServices/design-specifications.html
1.5 Not Used
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
All forms and procedures herein are subject to revision as directed by the
Contracting Officer.
3.1 FORMS
3.1.1 Landfill Permit - See Appendix A Section Titled Landfill Permit
3.1.2 Digging and Water Use Permit Form - See Appendix A Section Titled
Coordination for Land Excavation & Water Use
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OWNER SAFETY REQUIREMENTS
7 AUG 12
PART 1 GENERAL
1.1 SUMMARY
The requirements of this Section apply to, and are a component part of, each
section of the specifications.
1.2 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
U.S. ARMY CORPS OF ENGINEERS (USACE)
COE EM-385-1-1 - (2008) U.S. Army Corps of Engineers Safety and Health
Requirements Manual
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)
29 CFR 1910 - Occupational Safety and Health Standards
29 CFR 1926 - Safety and Health Regulations for Construction
1.3 SUBMITTALS
Contractor's Health and Safety Plan
SD-07 Certificates
Statements shall be submitted for the following items in accordance
with paragraphs entitled, "Contractor's Health and Safety Plan" and
"Protection Plan," of this section.
Protection Plan
License Certificates for radiation materials and equipment shall be
submitted to the COR prior to the start of work.
1.3.1 Contractor's Health and Safety Plan
Contractor shall submit a health and safety plan to the COR for approval.
Comply with the requirements in 29 CFR 1926. Safety plan shall include, as a
minimum, the following:
(a) Health and Safety program objectives.
(b) Methods to attain health and safety objectives.
(c) Responsibility of key personnel for the Contractor.
(d) Safety meetings, surveys, inspections, and reports.
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(e) Disaster and emergency programs.
(f) Lists of key personnel to be contacted in times of emergency.
(g) Program to show compliance with Federal OSHA Safety and Health
Standards 29 CFR 1910 and 29 CFR 1926 and various safety requirements of
COE EM-385-1-1.
(h) Methods to comply with the requirement for immediate reporting of
mishaps to the COR.
(i) Statement that the Contractor will not invalidate the integrity of
safety systems without proper authorization.
(j) Procedures for emergency actions to be taken to secure dangerous
conditions, to protect personnel, and secure work areas in the event of
accident or an act of nature.
(k) Procedures for securing the mishap site so that the area remains
secure until arrival of a safety investigator. Mishap site will remain
secured until released by the COR.
1.3.2 Protection Plan
Structures, utilities, sidewalks, pavements, and other facilities
immediately adjacent to excavations shall be protected against damage. Any
damages that occurs due to contractor’s negligence will be repaired at the
contractor exspense.
1.4 GENERAL SAFETY PROVISIONS
Contractor shall take safety and health measures in performing work under
this Contract. Contractor is subject to applicable federal, state, and local
laws, regulations, ordinances, codes, and orders relating to safety and
health in effect on the date of this Contract.
During the performance of work under this Contract, the Contractor shall
comply with procedures prescribed for control and safety of persons visiting
the project site. Contractor is responsible for his personnel and for
familiarizing each of his subcontractors with safety requirements.
Contractor shall advise the COR of any special safety restriction he has
established so that Government personnel can be notified of these
restrictions.
1.5 SAFETY LOCKOUT/TAGOUT PROCEDURES
Contractor will comply with EM 385-1-1 Lockout/Tagout Procedures.
1.6 ACCIDENT TREATMENT AND RECORDS
Contractor shall post emergency first aid and ambulance information at
project site.
Injury will be reported by the Contractor on attached Accident Investigation
Form, promptly.
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1.7 FIRE PREVENTION AND PROTECTION
Open-flame heating devices will only be permitted if utilized in accordance
with COE EM 385-1-1. Approval for the use of open-flame heating devices will
not relieve the Contractor from the responsibility for any damage incurred
because of fires.
Burning trash, brush, or wood on the project site shall not be permitted.
1.8 USE OF EXPLOSIVES
Explosives shall not be used or brought to the project site without prior
written approval from the COR. Such approval shall not relieve the
Contractor of responsibility for injury to persons or for damage to property
due to blasting operations.
Storage of explosives, when permitted on Government property, shall be
only where directed and in approved storage facilities. These facilities
shall be kept locked at all times except for inspection, delivery, and
withdrawal of explosives.
1.9 ELECTRICAL
Contractor is responsible for the safety of each work team and is required
to restrict entry to dangerous locations.
1.10 UNDERGROUND UTILITIES
Safety clearance from the COR is required before any Contractor personnel
enter a manhole. Contractor shall contact the COR at least 48 hours in
advance.
Contractor shall be responsible for removing water and debris before
commencement and during execution of work in manholes.
1.11 FACILITY OCCUPANCY CLOSURE
Streets, walks, and other facilities occupied and used by the Government
shall not be closed or obstructed without written permission from the COR.
1.12 PROTECTION OF WORK
Prior to performing any excavation work or any surface penetrations 6 inches
or deeper (such as driving stakes more than 6 inches in the ground) on any
ground surface, the Contractor shall obtain an approved FHT Form 200-X10 –
Coordination for land Excavation and Water Use (Dig Permit) (SECTION SPECIAL
PROJECTS).
1.13 WELDING, FLAME CUTTING, AND MELTING
Contractor shall obtain a Hot Work Permit within 5 calendar days of the NTP
and prior to any welding and cutting operations.
This requirement does not relieve the Contractor of his responsibility for
welding and cutting safety.
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1.14 SEVERE STORM PLAN
In the event of a severe storm warning, the Contractor shall:
(a) Secure outside equipment and materials and place materials that could
be damaged in protected areas.
(b) Check surrounding area, including roof, for loose material,
equipment, debris, and other objects that could be blown away or against
existing facilities.
(c) Ensure that temporary erosion controls are adequate.
1.15 HAZARDOUS WASTE
Refer to SECTION ENVIRONMENTAL PROTECTION.
-- End of Section –-
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SAFETY AND OCCUPATIONAL HEALTH REQUIREMENTS
7 Aug 12
PART 1 GENERAL
1.1 REFERENCES
U.S. ARMY (DA)
AR 385-40 – Army Accident Investigation and Reporting
AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)
ANSI Z359.1 – (1992; R1999) Safety Requirements for Personal Fall Arrest
Systems, Subsystems and Components
AMERICAN SOCIETY OF SANITARY ENGINEERING (ASSE)
ASSE A10.32 - (2004) Personal Fall Protection - Safety Requirements for
Construction and Demolition Operations
ASSE A10.34 - (2001; R 2005) Protection of the Public on or Adjacent to
Construction Sites
NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)
NFPA 10 - (2006; Errata 2006) Standard for Portable Fire Extinguishers
NFPA 241 - (2004) Safeguarding Construction, Alteration, and Demolition
Operations
NFPA 51B - (2003) Fire Prevention during Welding, Cutting and Other Hot
Work
NFPA 70 - (2007) National Electrical Code
NFPA 70E - (2004; AMD 2004) Electrical Safety in the Workplace
ARMY CORPS OF ENGINEERS (USACE)
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EM 385-1-1 – (2008) Safety – Safety and Health Requirements
NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)
29 CFR 1910 – Occupational Safety and Health Standards
29 CFR 1926 – Safety and Health Regulations for Construction
29 CFR 1926.500 – Fall Protection
29 CFR 1910 – Occupational Safety and Health Standards
29 CFR 1926 – Safety and health Regulations for Construction
1.2 SUBMITTALS
The following shall be submitted in accordance with SECTION SUBMITTAL
PROCEDURES:
SD-06 Test Reports
Accident Reports
Regulatory Citations and Violations
1.3 DEFINITIONS
(a) Recordable Injuries or Illnesses. Any work-related injury or illness
that results in:
(1) Death, regardless of the time between the injury and death, or the
length of the illness;
(2) Days away from work (any time lost after day of injury/illness
onset);
(3) Restricted work;
(4) Transfer to another job;
(5) Medical treatment beyond first aid;
(6) Loss of consciousness; or
(7) A significant injury or illness diagnosed by a physician or other
licensed health care professional, even if it did not result in (1)
through (6) above.
(b) The contract site superintendent shall be the designated safety officer
project. The site superintendent shall administer day-to-day control of
project safety requirements and conduct safety inspections.
1.4 REGULATORY REQUIREMENTS
In addition to the detailed requirements included in the provisions of this
specification, work performed shall comply with USACE EM 385-1-1, and all
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applicable federal, state, and local, laws, ordinances, criteria, rules and
regulations to include those in the state of Texas.
1.5 DRUG PREVENTION PROGRAM
Conduct a proactive drug and alcohol use prevention program for all workers,
prime and subcontractor, on the site. Ensure that no employee uses illegal
drugs or consumes alcohol during work hours.
1.6 SITE QUALIFICATIONS, DUTIES AND MEETINGS
1.6.1 Personnel Duties
Site Superintendent Safety Officer Duties
(a) Conduct daily safety and health inspections and maintain a written
log which includes area/operation inspected, date of inspection,
identified hazards, recommended corrective actions, estimated and actual
dates of corrections. Safety inspection logs shall be attached to the
Contractors' daily quality control report.
(b) Conduct mishap investigations and complete required reports. Maintain
the OSHA Form 300 and Daily Production reports for prime and subContractors.
(c) Maintain applicable safety reference material on the job site.
(d) Attend the pre-construction conference, pre-work meetings including
preparatory inspection meeting, and periodic in-progress meetings.
(e) Implement and enforce accepted APPS and AHAs.
(f) Ensure sub-Contractor compliance with safety and health requirements.
Failure to perform the above duties will result in removal of the
superintendent and/or site manager, and a project work stoppage. The
project work stoppage will remain in effect pending approval of a suitable
replacement.
1.6.2 Meetings
Weekly Safety Meetings
Conduct weekly safety meetings at the project site for all employees.
Shall be conducted and documented as required by EM 385-1-1. Minutes
showing contract title, signatures of attendees and a list of topics
discussed shall be attached to the Contractors' daily quality control
report.
1.7 ACTIVITY HAZARD ANALYSIS (AHA)
An AHA will be developed by the Contractor for every operation involving a
type of work presenting hazards to the Contractor work crew or
subcontractor is to perform work.
(a) The Activity Hazard Analysis (AHA) format shall be in accordance with
EM 385-1-1 and will be performed at each Preparatory Meeting.
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(b) The analysis must identify and evaluate hazards and outline the
proposed methods and techniques for the safe completion of each phase of
work. At a minimum, define activity being performed, sequence of work,
specific safety and health hazards anticipated, control measures (to
include personal protective equipment) to eliminate or reduce each hazard
to acceptable levels, equipment to be used, inspection requirements,
training requirements for all involved, and the competent person in
charge of that phase of work.
(c) The Contractor shall document meeting attendance at the preparatory,
initial, and follow-up phases of quality control inspection. The AHA
shall be continuously reviewed and, when appropriate, modified to address
changing site conditions or operations. The analysis should be used
during daily inspections to ensure the implementation and effectiveness
of the activity's safety and health controls. The AHA list will be
reviewed periodically (at least monthly) at the Contractor supervisory
safety meeting and updated as necessary when procedures, scheduling, or
hazards change.
(d) Activity hazard analyses shall be updated as necessary to provide an
effective response to changing work conditions and activities. The onsite superintendent, site safety and health officer and competent persons
used to develop the AHAs, including updates, shall sign and date the AHAs
before they are implemented. The activity hazard analyses shall be
developed using the project schedule as the basis for the activities
performed. Any activities listed on the project schedule will require an
AHA. The AHAs will be developed by the prime Contractor and provided to
the COR.
1.8 SITE SAFETY REFERENCE MATERIALS
Maintain safety-related references applicable to the project, including
those listed in the article "References." Maintain applicable equipment
manufacturer's manuals.
1.9 EMERGENCY MEDICAL TREATMENT
Contractors will arrange for their own emergency medical treatment.
Government has no responsibility to provide emergency medical treatment.
1.10 REPORTS
The Contractor shall maintain an accurate record of all accidents occurring
in the performance of this contract resulting in personal injury,
occupational illness, or damage to Government Property and shall promptly
report each accident to the COR. The Contractor shall promptly notify the
COR of any accidents. The Contractor shall cooperate with the Post Safety
office and provide written documentation based upon the Post Safety Office's
clarification of the accident and any information required for their records
by AR 385-40, Safety Accident Reporting and Records.
1.10.1 Accident Notification and Reports
For recordable injuries and illnesses, property damage accidents resulting
in at least $2,000 in damages, High Visibility Accidents, or any weight
handling equipment accident, the Prime Contractor shall follow these steps:
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(1) Notify the COR within four hours of accident. Information shall
include: Contract title, Subcontractor name, employee name, activity
performed, extent of injury, extent of damage, and steps being performed
to improve safety conditions.
(2) Preserve the conditions and evidence on the accident site until the
Government investigation team arrives on-site and Government
investigation is conducted. Based on the government investigation, the
COR may close down the project site.
(3) Conduct an accident investigation the root cause(s) of the accident,
taking steps to prevent future occurrences.
(4) Provide documentation on accident within 1 calendar day to include
the following: a copy of Workers compensation reports, information
provided to the Post Safety Office, and the completed Accident Report
form (See Appendix A Section Titled Accident Report Form).
1.10.2 Regulatory Citations and Violations
Contact the COR immediately of any OSHA or other regulatory agency
inspection or visit, and provide the COR with a copy of each citation,
report, and Contractor response. Correct violations and citations promptly
and provide written corrective actions to the COR.
1.11 HOT WORK
Prior to performing "Hot Work" (welding, cutting, etc.) or operating other
flame-producing/spark producing devices, a written permit shall be requested
from the Directorate of Emergency Services, Fire Division. CONTRACTORS ARE
REQUIRED TO MEET ALL CRITERIA BEFORE A PERMIT IS ISSUED. The Contractor will
provide at least two (2) twenty (20) pound 4A:20 BC rated extinguishers for
normal "Hot Work". All extinguishers shall be current inspection tagged,
approved safety pin and tamper resistant seal. It is also mandatory to have
a designated FIRE WATCH for any "Hot Work" done at this activity. The Fire
Watch shall be trained in accordance with NFPA 51B and remain on-site for a
minimum of 30 minutes after completion of the task or as specified on the
hot work permit.
When starting work in the facility, Contractors shall require their
personnel to familiarize themselves with the location of the nearest fire
alarm boxes and place in memory the emergency Fire Division phone number.
ANY FIRE, NO MATTER HOW SMALL, SHALL BE REPORTED TO THE FORT HOOD FIRE
DEPARTMENT IMMEDIATELY.
PART 2 PRODUCTS
2.1 CONSTRUCTION SITE SIGNAGE
The Contractor shall provide signage and barricades at the following
locations:
(a) Partially-occupied facilities - Signage, yellow tape reading "DO NOT
ENTER", and physical barriers shall be set in place limiting or
preventing access to sites with construction activities.
(b) Roadways and sidewalks - Construction activities preventing regular
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throughway vehicular or pedestrian traffic shall be barricaded off. Signs
shall be posted as recommended by COR.
(c) All Construction sites - All Construction sites, shall at a minimum,
have the following sign posted at each entrance: "CAUTION -CONSTRUCTION
AREA AUTHORIZED PERSONNEL ONLY". Sign shall be mounted securely. Sign
shall be readable from 5 feet.
PART 3 EXECUTION
3.1 CONSTRUCTION AND/OR OTHER WORK
3.1.1 Unforeseen Hazardous Material
If material, not indicated in the design, is discovered that may be
hazardous to human health upon disturbance during construction operations is
encountered, stop that portion of work and notify the COR immediately.
3.1.2 General Provisions for Hazardous Materials and Regulated Waste
The Contractor shall provide all services necessary for the proper
generation, storage, handling, removal, final treatment, and disposal of
regulated wastes in accordance with all Federal, State, local and Fort
Hood Regulations.
3.2 FALL HAZARD PROTECTION AND PREVENTION PROGRAM
The Contractor shall establish a fall protection and prevention program, for
the protection of all employees exposed to fall hazards IAW EM 385-1-1.
3.2.1 Personal Protective Equipment
All personnel within 50 feet of the project site shall wear mandatory
personal protective equipment (PPE) at all times. NO use of tobacco
products is permitted within 50 feet of the project site. All personnel
shall comply with posted facility PPE requirements. PPE shall be governed
in all other areas by the nature of the work the employee is performing.
They will also use personal hearing protection at all times in designated
noise hazardous areas or when performing noise hazardous tasks. Mandatory
PPE includes:
(a) Hard Hat
(b) Safety Glasses
(c) Safety Toe Shoes
3.3 EQUIPMENT
3.3.1 Equipment and Mechanized Equipment
(a) Equipment shall be operated by designated qualified operators. Proof of
qualifications shall be kept on the project site for review.
(b) Manufacture specifications or owner manual for the equipment shall be
on-site and reviewed for additional safety precautions or requirements that
are sometimes not identified by OSHA or USACE EM 385-1-1. Such additional
safety precautions or requirements shall be incorporated into the AHAs.
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(c) Equipment and mechanized equipment shall be inspected in accordance with
manufacturer's recommendations for safe operation by a competent person
prior to being placed into use.
(d) Daily checks or tests shall be conducted and documented on equipment and
mechanized equipment by designated competent persons.
(e) Rollover Protective Structures (ROPS): ROPS for rollers and compactors
shall be certified to meet SAE requirement J1040C.
(f) Pulverizers: ROPS, as required by EM 385-1-1, paragraph 16.B.12,
includes self-propelled pulverizers.
3.4 EXCAVATIONS
The competent person for excavations performed as a result of contract work
shall be on-site when excavation work is being performed, and shall inspect,
and document the excavations daily prior to entry by workers. The competent
person must evaluate all hazards, including atmospheric, that may be
associated with the work, and shall have the resources necessary to correct
hazards promptly.
3.4.1 Utility Locations
Prior to digging, the appropriate digging permit must be obtained.
3.4.2 Utility Location Verification
The Contractor must physically verify underground utility locations by hand
digging using wood or fiberglass handled tools when any adjacent
construction work is expected to come within 3 feet of the underground
system.
3.5 ELECTRICAL
3.5.1 Portable Extension Cords
Portable extension cords shall be sized in accordance with manufacturer
ratings for the tool to be powered and protected from damage. All damaged
extension cords shall be immediately removed from service. Portable
extension cords shall meet the requirements of NFPA 70.
3.6 HOUSEKEEPING
All construction sites, tool and equipment storage areas shall be maintained
in a neat and orderly manner. At the end of each day, the Contractor shall
police and secure all work sites to minimize hazards.
3.6.1 Hauling off Materials
The Contractor shall load all vehicles and trailers leaving the site with
loose debris so that nothing is dropped onto roadways. All vehicles and
trailers transporting loose materials for performance under this contract
and traveling in excess of 35 MPH over post area streets or main access
roads of Fort Hood shall have the materials covered with a tarpaulin canvas
or shall be loaded a minimum of six inches below the top of the sideboards
to avoid spillage of materials, or otherwise comply with applicable Texas
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Department of Transportation regulations, and III Corps and Fort Hood
policy. The Contractor shall be responsible for cleaning up any materials
that fall and for repairing any damage caused by material falling from
vehicles or trailers.
3.6.2 Falling Object Protection
All areas must be barricaded to safeguard employees. When working overhead,
Barricade the area below to prevent entry by unauthorized employees.
Construction warning tape and signs shall be posted so they are clearly
visible from all possible access points. When employees are working overhead
all tools and equipment shall be secured so that they will not fall. When
using guardrail as falling object protection, all openings shall be small
enough to prevent passage of potential falling objects.
QUALITY CONTROL (QC)
7 Aug 12
PART 1 GENERAL
1.1 REFERENCES
basic designation only. This specification is intended to supplement the
Federal Acquisition Regulation (FAR) requirements for Quality Control. If
there is a conflict within the references below and the FAR, the COR shall
determine the governing reference.
ASTM INTERNATIONAL (ASTM)
ASTM D 3740 - (2004a) Minimum Requirements for Agencies Engaged in the
Testing and/or Inspection of Soil and Rock as Used in Engineering
Design and Construction
ASTM E 329 - (2007) Standard Specification for Agencies Engaged in the
Testing and/or Inspection of Materials Used in Construction
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EM 385-1-1 - (2008) Safety - Safety and Health Requirements
EP 1110-1-12 - (1994) Quality Management
1.2 PAYMENT
Separate payment will not be made for providing and maintaining an effective
Quality Control program, and all associated costs will be included in the
applicable Bid Schedule unit or lump-sum prices.
1.3 SUBMITTALS
Submit the following in accordance with SECTION SUBMITTAL PROCEDURES:
SD-03 Product Data
Contractor Quality Control Plan (QC)
PART 2 PRODUCTS
Not used.
PART 3 EXECUTION
3.1 GENERAL REQUIREMENTS
In accordance with FAR 52.246-12, Inspection of Construction (see Section
00700 of this contract), the Contractor shall provide its Quality Control
Plan (QCP) for review and approval by the COR within five calendar days of
contract award.
The QCP shall consist of plans, procedures, and organization(s) necessary to
produce an end product that complies with the standards and specifications
of this contract, cover all construction operations, and activities
identified in the plans, drawings, and specifications and address all
elements of the referenced FAR clause to include a complete explanation of
the Contractor's methodology for scheduling and completing all preconstruction tasks (material submittals, preparatory meetings, safety
policies and procedures). No work under this contract is billable until the
QCP is approved by the COR.
For clarification of the term "adequate" inspection system identified in
the Clause, the Government hereby defines "adequate" quality control as
satisfactory adherence to all instructions, specifications, terms and
conditions contained in the contract and for which a written standard of
performance exists in industry and/or exists in this contract.
Within five calendar days of contract award, the Contractor shall appoint,
in writing, a Quality Control Manager (QCM) whose sole responsibility is
that of quality control. The QCM shall be autonomous to the President,
owner, or corporate Quality Control Manager only and not be affected,
evaluated, or supervised by the Project Manager, the Superintendent, or any
other individual associated with production or job progression. At no time
during this contract will the Government allow the quality provisions of the
contract to be compromised due to an inadequate quality control function,
whether the cause is under-qualified or inadequate staffing or a failure to
adhere to the quality provisions of the contract stated here and elsewhere
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in the contract.
The Contractor's QCM shall demonstrate a thorough knowledge of all
construction trades and work elements of the contract. The QCM (and any
inspectors assisting in the QC function) shall show evidence of having
completed the U.S. Army Corps of Engineers Quality Control course within
the last three years and provide verifiable work history of at least five
years performance as a journeyman quality control inspector of commercial,
industrial, State and/or Federal construction contracts. Residential
construction experience is not applicable to this job experience
requirement. For any contract involving the placement of new concrete or
the repair of existing concrete, the QCM shall be ACI Concrete Field
Testing Technician-Grade 1 or equivalent and provide ACI certification
documents prior to commencing that portion of the work.
3.2 QUALITY CONTROL PLAN
The Contractor shall furnish the Contractor Quality Control Plan (QCP)
within five days of contract award. The QC Plan will implement the
requirements of the Contract Clauses titled "Inspection of Construction",
"Quality Control", and this specification. The Government will consider
this an interim plan for the first 30 days of operation. Construction will
be permitted to begin only after acceptance of the QC Plan or acceptance
of the interim plan.
3.2.1 Content of the QC Plan
Include, as a minimum, the following to cover all design and construction
operations, both onsite and offsite, including work by subcontractors,
fabricators, suppliers, and purchasing agents subcontractors, designers of
record, consultants, architect/engineers (AE), fabricators, suppliers, and
purchasing agents:
(a) A description of the QC organization, including a chart showing lines
of authority and acknowledgment that the QC staff will implement the
three phase inspection system for all aspects of the work specified.
Include a QC Manager who reports to the company President and or CEO.
(b) The name, qualifications (in resume format), duties,
responsibilities, and authorities of each person assigned a QC function.
(c) A copy of the letter to the QC Manager signed by a the President or
CEO of the firm which describes the responsibilities and delegates
sufficient authorities to adequately perform the functions of the QC
Manager, including authority to stop work which is not in compliance with
the contract. Letters of direction to all other various quality control
representatives outlining duties, authorities, and responsibilities will
be issued by the QC Manager. Copies of these letters must be furnished to
the Government.
(d) Procedures for scheduling, reviewing, certifying, and managing
submittals, including those of subcontractors, offsite fabricators,
suppliers, and purchasing agents subcontractor, designers of record,
consultants, architect engineers (AE), offsite fabricators, suppliers,
and purchasing agents. These procedures must be in accordance with
SECTION SUBMITTAL PROCEDURES.
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(e) Control, verification, and acceptance testing procedures for each
specific test to include the test name, specification paragraph requiring
test, feature of work to be tested, test frequency, and person
responsible for each test. (Laboratory facilities approved by the COR
must be used.)
(f) Procedures for tracking preparatory, initial, and follow-up control
phases and control, verification, and acceptance tests including
documentation.
(g) Procedures for tracking construction design and construction
deficiencies from identification through acceptable corrective action.
Establish verification procedures that identified deficiencies have been
corrected.
(h) Reporting procedures, including proposed reporting formats.
(i) A list of the definable features of work. A definable feature of work
is a task which is separate and distinct from other tasks, has separate
control requirements, and may be identified by different trades or
disciplines, or it may be work by the same trade in a different
environment. Although each section of the specifications may generally be
considered as a definable feature of work, there are frequently more than
one definable feature under a particular section.
3.2.2 Acceptance of Plan
Acceptance of the Contractor's plan (or interim plan) is required prior to
the start of construction. Acceptance is conditional and will be
predicated on satisfactory performance during the construction. The
Government reserves the right to require the Contractor to make changes in
his QC Plan and operations including removal of personnel, as necessary,
to obtain the quality specified.
3.2.3 Notification of Changes
After acceptance of the QC Plan, the Contractor shall notify the COR in
writing of any proposed change. The Government reserves the right to
require the Contractor to make changes to the QC Plan and operations as
necessary to obtain the quality specified. Proposed changes are subject to
acceptance by the COR.
3.3 SUBMITTALS AND DELIVERABLES
The QCM is responsible for certifying that all submittals and deliverables
are in compliance with the contract requirements.
3.4 CONTROL
Contractor Quality Control is the means by which the Contractor ensures
that the construction, to include that of subcontractor and suppliers,
complies with the requirements of the contract. At least three phases of
control must be conducted by the QC Manager for each definable feature of
the construction work as follows:
3.4.1 Preparatory Phase
This phase is performed prior to beginning work on each definable feature of
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work, after all required plans/documents/materials are approved/accepted,
and after copies are at the work site. The Contractor is responsible for the
meeting notes. See Appendix A Section Titled Preparatory Phase Checklist for
sample meeting notes format. This phase includes:
(a) A review of each paragraph of applicable specifications, reference
codes, and standards. Make available during the preparatory inspection a
copy of those sections of referenced codes and standards applicable to
that portion of the work to be accomplished in the field. Maintain and
make available in the field for use by Government personnel until final
acceptance of the work.
(b) Review of the contract drawings.
(c) A check to assure that all materials and/or equipment have been
tested, submitted, and approved. (Only coded A or B shop drawing
submittals will be considered "as approved." Submittals other than those
coded A or B required to be resubmitted will delay the preparatory phase
meeting until they have been resubmitted and approved.)
(d) Review of provisions that have been made to provide required control
inspection and testing.
(e) Examination of the work area to assure that all required preliminary
work has been completed and is in compliance with the contract.
(f) Examination of required materials, equipment, and sample work to
assure that they are on hand, conform to approved shop drawings or
submitted data, and are properly stored.
(g) Review of the appropriate activity hazard analysis to assure safety
requirements are met.
(h) Discussion of procedures for controlling quality of the work
including repetitive deficiencies; Document construction tolerances and
workmanship standards for that feature of work.
(i) Check to ensure that the portion of the plan for the work to be
performed has been accepted by the COR.
(j) Discussion of the initial control phase.
(k) The Government must be notified at least seventy two 72 hours in
advance of beginning the preparatory control phase. Include a meeting
conducted by the QC Manager and attended by the superintendent, other QC
personnel (as applicable), and the foreman responsible for the definable
feature. Document the results of the preparatory phase actions by
separate minutes prepared by the QC Manager and attach to the daily QC
report. Instruct applicable workers as to the acceptable level of
workmanship required in order to meet contract specifications.
3.4.2 Initial Phase
This phase is accomplished at the beginning of each definable feature of
work. The Contractor is responsible for meeting notes. Accomplish the
following:
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(a) Check work to ensure that it is in full compliance with contract
requirements. Review minutes of the preparatory meeting.
(b) Verify adequacy of controls to ensure full contract compliance.
Verify required control inspection and testing.
(c) Establish level of workmanship and verify that it meets minimum
acceptable workmanship standards. Compare with required sample panels as
appropriate.
(d) Resolve all differences.
(e) Check safety to include compliance with and upgrading of the safety
plan and activity hazard analysis. Review the activity analysis with each
worker.
(f) The Government must be notified at least twenty four (24) hours
advance of beginning the initial phase. Prepare separate minutes of
phase by the QC Manager and attach to the daily QC report. Indicate
exact location of initial phase for future reference and comparison
follow-up phases.
in
this
the
with
(g) The initial phase should be repeated for each new crew to work
onsite, or any time acceptable specified quality standards are not
being met.
(h) Failure to identify noncompliant work and allowing noncompliant work
to progress will be strictly considered inadequate QC.
3.4.3 Follow-up Phase
Daily checks shall be performed to assure control activities, including
control testing, are providing continued compliance with contract
requirements, until completion of the particular feature of work. The checks
shall be made a matter of record in the QC documentation. Final follow-up
checks shall be conducted and all deficiencies corrected prior to the start
of additional features of work which may be affected by the deficient work.
The Contractor shall not build upon nor conceal non-conforming work.
3.4.4 Additional Preparatory and Initial Phases
Additional preparatory and initial phases may be required if: the quality of
on-going work is unacceptable; if there are changes in the applicable QC
staff, onsite production supervision, or work crew; if work on a definable
feature is resumed after a substantial period of inactivity; or if other
problems develop.
3.5 TESTS
3.5.1 Testing Procedure
The Contractor shall perform specified or required tests to verify that
control measures are adequate to provide a product which conforms to
contract requirements. Upon request, the Contractor shall furnish to the
Government duplicate samples of test specimens for possible testing by the
Government. Testing includes operation and/or acceptance tests when
specified. The Contractor shall procure the services of a testing
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laboratory. The Contractor shall perform the following activities and
record and provide the following data:
(a) Verify that testing procedures comply with contract requirements.
(b) Verify that facilities and testing equipment are available and comply
with testing standards.
(c) Check test instrument calibration data against certified standards.
(d) Verify that recording forms and test identification control number
system, including all of the test documentation requirements, have been
prepared.
(e) Results of all tests taken, both passing and failing tests, shall be
recorded on the QC report for the date taken. Specification paragraph
reference, location where tests were taken, and the sequential control
number identifying the test shall be given. If approved by the COR,
actual test reports may be submitted later with a reference to the test
number and date taken. An information copy of tests performed by an
offsite or commercial test facility shall be provided directly to the
COR. Failure to submit timely test reports as stated may result in
nonpayment for related work performed and disapproval of the test
facility for this contract.
3.5.2 Testing Laboratories
3.5.2.1 Capability Check
The Government reserves the right to check laboratory equipment in the
proposed laboratory for compliance with the standards set forth in the
contract specifications and to check the laboratory technician's testing
procedures and techniques. Laboratories utilized for testing soils,
concrete, asphalt, and steel must meet criteria detailed in ASTM D 3740 and
ASTM E 329.
3.5.2.2 Capability Recheck
If the selected laboratory fails the capability check, the Contractor will
be assessed a charge of $2,000 to reimburse the Government for each
succeeding recheck of the laboratory or the checking of a subsequently
selected laboratory. Such costs will be deducted from the contract amount
due the Contractor.
3.5.2.3 Furnishing or Transportation of Samples for Testing
Costs incidental to the transportation of samples or materials will be
borne by the Contractor. Samples of materials for test verification and
acceptance testing by the Government must be delivered to the COR.
Coordination for each specific test, exact delivery location, and dates
will be made through the COR.
3.6 COMPLETION INSPECTION
All processes and work items associated with project close-out will be
completed and documented in accordance with this section on or before the
task order construction completion period expires.
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3.6.1 Punch-Out Inspection
Near the end of the work, or any increment of the work established by a time
stated in the Contract Clause, "Commencement, Prosecution, and Completion of
Work", or by the specifications, the QC Manager and the QC staff shall
conduct an inspection of the work. A punch list of items which do not
conform to the approved drawings and specifications shall be prepared and
included in the QC documentation, as required by paragraph DOCUMENTATION.
The list of deficiencies shall include the estimated date by which the
deficiencies will be corrected. The QC Manager or staff shall make a second
inspection to ascertain that all deficiencies have been corrected. A copy of
the completed punch-out inspection shall be provided to the COR prior to the
request for inspection. Once this is accomplished, the Contractor shall
notify the Government that the facility is ready for the Government PreFinal inspection.
3.6.2 Pre-Final Inspection
The Government will perform the pre-final inspection to verify that the
facility is complete and ready to be occupied. A Government Pre-Final Punch
List may be developed as a result of this inspection. Ensure that all items
on this list have been corrected before notifying the Government, so that a
Final inspection with the customer can be scheduled. Correct any items noted
on the Pre-Final inspection in a timely manner. These inspections and any
deficiency corrections required by this paragraph must be accomplished
within the time slated for completion of the entire work or any particular
increment of the work if the project is divided into increments by separate
completion dates.
3.6.3 Final Acceptance Inspection
The Contractor's Quality Control Inspection personnel, plus the
superintendent or other primary management person, and the COR must be in
attendance at the final acceptance inspection. Additional Government
personnel including, but not limited to, those from Base/Post Civil
Facility Engineer user groups; and major commands may also be in
attendance. The final acceptance inspection will be formally scheduled by
the COR based upon results of the Pre-Final inspection. Notify the COR
seventy- two (72) hours prior to the final acceptance inspection and
include the Contractor's assurance that all specific items previously
identified to the Contractor as being unacceptable, along with all
remaining work performed under the contract, will be complete and
acceptable by the date scheduled for the final acceptance inspection.
Failure of the Contractor to have all contract work acceptably complete for
this inspection will be cause for the COR to bill the Contractor for the
Government's additional inspection cost in accordance with the contract
clause titled "Inspection of Construction."
3.7 DOCUMENTATION
The Contractor shall maintain current records providing factual evidence
that required quality control activities and/or tests have been performed.
The Contractor shall provide a hard copy of this report each work day,
directly to the COR before 8:00a.m., each business day for the preceding
day's work. These records shall include the work of subcontractors and
suppliers and shall be on an acceptable form that includes, as a minimum,
the following information:
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(a) Contractor/subcontractor and their area of responsibility.
(b) Number of personnel working.
(c) Weather Conditions.
(d) Operating plant/equipment with hours worked, idle, or down for
repair.
(e) Work performed each day, giving location, description, and by whom.
(f) Test and/or control activities performed with results and references
to specifications/drawings requirements. Identify the control phase
(Preparatory, Initial, and Follow-up). List of deficiencies noted, along
with corrective action.
(g) Job safety evaluations stating what was checked, results, and
instructions or corrective actions.
(h) Instructions given/received and conflicts in plans and/or
specifications.
(i) Contractor's verification statement. These records shall indicate a
description of trades working on the project; the number of personnel
working; weather conditions encountered; and any delays encountered.
These records shall cover both conforming and deficient features and
shall include a statement that equipment and materials incorporated in
the work and workmanship comply with the contract. The original of these
records in report form shall be furnished to the Government. All calendar
days shall be accounted for throughout the life of the contract to
include normal work days when no work occurs. All work occurring on
weekends/holidays will be accounted for. Reports shall be signed and
dated by the QC Manager. The report from the QC Manager shall include
copies of test reports and copies of reports prepared by all subordinate
quality control personnel.
3.8 SAMPLE FORMS
See Appendix A Section Titled Sample of typical Contractor Quality Control
Report for sample report format.
3.9 NOTIFICATION OF NONCOMPLIANCE
The COR will notify the Contractor of any detected noncompliance with the
foregoing requirements. The Contractor shall take immediate corrective
action after receipt of such notice. If the Contractor fails or refuses to
comply promptly, the COR may issue an order stopping all or part of the
work until satisfactory corrective action has been taken. No part of the
time lost due to such stop orders will be made the subject of claim for
extension of time or for excess costs or damages by the Contractor.
3.10 Forms
All forms and procedures herein are subject to revision as directed by the
COR.
3.10.1 Sample of typical Contractor Quality Control Report
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See attachment at Appendix A
3.10.2 Preparatory Phase Checklist
3.10.3 Initial Phase Checklist
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ENVIRONMENTAL PROTECTION
7 August 12
PART 1
1.1
GENERAL
REFERENCES
extent referenced. The publications are referred to within the text by
the basic designation only.
Fort Hood Regulation (FH-Reg)
FH-Reg 200-1
Environmental and Natural Resources
FH-Reg 420-6
Recycling
U.S. AIR FORCE (USAF)
AFI 32-1053
(1999) Pest Management Program
U.S. ARMY (DA)
DA AR 200-5
(1999) Pest Management
EM 385-1-1
(2003) Safety -- Safety and Health
Requirement
s
WETLAND MANUAL
Corps of Engineers Wetlands Delineation
Manual Technical Report Y-87-1
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION
(NARA)
33 CFR 328
Definitions of Waters of the United States
40 CFR 150 - 189
Pesticide Programs
40 CFR 260
Hazardous Waste Management System:
40 CFR 261
Identification and Listing of Hazardous
Wast
e
40 CFR 262
Standards Applicable to Generators of
General
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40 CFR 263
Hazardous
Waste
Standards Applicable to Transporters of
Hazardous
Waste
40 CFR 268
Land Disposal Restrictions
40 CFR 271
Requirements for Authorization of State
Hazardous Waste Programs
40 CFR 273
Standards For Universal Waste Management
40 CFR 372-SUBPART D
Specific Toxic Chemical Listings
40 CFR 761
Polychlorinated Biphenyls (PCBs)
Manufacturing, Processing, Distribution
in Commerce, and Use Prohibitions
40 CFR 171
Certification of Pesticide Applicators
49 CFR 172
Hazardous Materials Table, Special
Provisions, Hazardous Materials
Communications, Emergency Response
Information, and Training
Requirements
Shippers - General Requirements for
Shipments and Packagings
49 CFR 173
49 CFR 178
Specifications for Packagings
40 CFR 279
Standards for the Management of Used Oil
40 CFR 302
Designation, Reportable Quantities, and
Notificatio
n
40 CFR 355
Emergency Planning and Notification
40 CFR 264
Standards for Owners and Operators of
Hazardous Waste Treatment, Storage,
and Disposal Facilities
40 CFR 265
Interim Status Standards for Owners
and Operators of Hazardous Waste
Treatment, Storage, and Disposal
Facilities
40 CFR 266
Standards for the Management of
Specific Hazardous Wastes and Specific
Types of Hazardous Waste Management
Facilities
40 CFR 270
EPA Administered Permit Programs:
Hazardous Waste Permit Program
40 CFR 272
Approved State Hazardous Waste Management
The
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Program
s
40 CFR 280
Technical Standards and Corrective
Action Requirements for Owners and
Operators of Underground Storage Tanks
(UST)
29 CFR 1910
Occupational Safety and Health Standards
49 CFR 171 - 178
Hazardous Materials Regulations
29 CFR 1910.120
Hazardous Waste Operations and Emergency
Respons
e
40 CFR 68
Chemical Accident Prevention Provisions
1.2
GENERAL REQUIREMENTS
Minimize environmental pollution and damage that may occur as the result
of construction and other activities. The environmental resources within
the project
boundaries and those affected outside the limits of permanent work must
be protected during the entire duration of this contract. Comply with all
applicable environmental Federal, State, and local laws and regulations.
Any delays resulting from failure to comply with environmental laws and
regulations shall be the Contractor's responsibility.
1.3
PAYMENT
No separate payment shall be made for work covered under this section.
Payment of fees associated with environmental permits, application,
and/or notices obtained by the Contractor, and payment of all fines/fees
for violation or non-compliance with Federal, State, Regional and local
laws and regulations are the Contractor's responsibility. All costs
associated with this section must be included in the contract price.
1.4
SUBMITTALS
Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-01 Preconstruction
Submittals
Air Program Submittals
The contractor shall submit the "Refrigerant Recovery or Recycling
Device Acquisition Certification Form" in accordance with Section
3.4 of this specification.
Contractor Hazardous Material Inventory and Consumption Log
The contractor shall submit the "Contractor Hazardous
Material Inventory and Consumption Log" within 15 days of
project start date.
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Appointment of an Environmental Manager
The contractor shall appoint an Environmental Manager and send them
to the 40 hour Environmental Compliance Officer Course provided by
the DPW Environmental Division within 60 days of NTP. This course
is scheduled monthly, The contractor shall submit a letter
designating their Environmental Manager to the COR.
Air Program Submittals
The contractor shall submit the following forms in accordance with
Section 3.4 of this specification:
Refrigerant Equipment Service Log
Emissions Inventory Questionnaire for New Sources
1.4.1 Not used.
1.4.2 SWPPP Requirement
When contract specification requires a SWPPP in conjunction with digging
permit, the Contractor shall submit SWPPP to the COR within 5 business days
of contract award. Contractor shall respond to all SWPPP comments within 5
business days of notification of comments. If a SWPPP is required the
digging permit will not be approved until the SWPPP is approved. DPW-ENV is
allowed up to 14 days to review the initial SWPPP, and additional time for
each subsequent revised submittal. Contractor is responsible for allowing
enough time for the SWPPP review/approval process, and the government will
not be responsible for any project delays as long as their review timeline
requirements are met.
1.4.3 Water Use Permit
All usage of surface water or ground water must be coordinated and approved
in writing using Fort Hood 200-X10 by both the DPW Environmental Management
Branch and Natural Resources Management Branch, at least 30 days in advance
of such a need. The information required includes the proposed use for the
water, estimated dates of the operation, estimated amount of water to be
used and desired locations of the water source.
A temporary water use permit from the TCEQ may also be required. More
information regarding a temporary water use permit can be found on the TCEQ
home page at http://www.tceq.texas.gov/permitting/water_rights/wr_applications.html. Such
permits can be anticipated to take a minimum of 30 days and require an
application fee plus other minor application-related expenses.
Any alteration to the stream such as dikes or other modifications involving
placing fill in the stream would require a Section 404 Permit application
and approval. This process is elaborate and 180 days should be allowed for
the process.
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PART 2 PRODUCTS
Not Used
PART 3
3.1
EXECUTION
Not Used
3.1.1
Not Used
3.1.2
Discharging of Wastewater to Storm Water Conveyance System
Proof of coordination with DPW Environmental Division of de-chlorination
method and location for discharge of wastewater from disinfections of
waterline and water tank (new water main installations)must be provided
to the COR prior to discharge.
3.1.3
Design Requirements for Permanent Storm Water Controls
The Energy and Independence and Security Act of 2007, Section 438
applies to Federal projects.
See award package for further details.
3.1.4
Use of Surface Water or Ground Water
Prior to taking water from a surface water source, the Contractor must
complete Fort Hood form FHT 200-X10 Request for Land Excavation or
Water Use, and submit it to the DPW Environmental Division for review
and approval. In addition to local approval, approval from the TCEQ
Region 9 to use surface water from a location on Fort Hood may be
needed. TCEQ typically takes a minimum of 30 days to approve these
requests.
3.2
DIGGING PERMITS
The Contractor shall obtain digging permits directly from the Fort Hood
DPW before any drilling, digging, staking, excavation and any other type
of ground disturbance or penetration is undertaken.
3.3
3.4
Not Used
AIR RESOURCES
Equipment operation, activities, or processes shall be in accordance with all
Federal and State air emission and performance laws and standards.
3.4.1
Permits
It is the Contractor's responsibility to obtain any necessary TCEQ
and/or EPA Air Permits before the start of construction. Any new
facility or modification to an existing facility that may emit
contaminates into the air must obtain a permit or satisfy the
conditions for a Permit by Rule
(PBR) in accordance with State Rule 30 TAC 116.110, and Fort Hood's Title
V Air Operating Permit-#O-01659.
Contractor must coordinate with the COR to ensure all proper permits are
acquired and to receive copies of the following documents.
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a. Emission Inventory Questionnaire for New
Sources b. EPA Refrigerant Recovery Certification
Form
c. Ozone Depleting Chemical Standard Operating Procedure
d. Refrigerant Equipment Service
Log e. Maintenance Painting
3.4.2
HVAC/Refrigerants
For any new HVAC equipment installation or replacements, the Contractor
shall provide of the make, model, serial number, refrigerant type, total
refrigerant charge and date of installation of the equipment to the COR.
Contractor shall accomplish this by completing the Emission Inventory
Form found in the reference section.
For any air conditioning equipment replacement projects, refrigerant
must be removed prior to the removal of A/C unit. The Contractor shall
ensure that all refrigerants are properly removed from the unit(s) by an
EPA certified technician.
Technicians
performing air conditioning work must be certified and carry their
certification cards with them at all times. Refrigerant recovery units
shall be registered by completing the EPA Refrigerant Recovery form in
the Reference section and return to the COR within 10 calendar days after
removal of equipment. All refrigerant recovered from Fort Hood air
conditioning and refrigeration equipment shall be turned in to the DPW
Classification Unit, Building 1349 at North Ave.
and 37th St., (254) 288-7627, in accordance with Fort Hood's Ozone
Depleting Chemical Compliance Standard Operating Procedure found in the
Reference section.
All HVAC equipment installation, replacement, or service work conducted
on units that contain 50 pounds or greater of refrigerant shall be
documented on the Refrigerant Service Log found in the Reference section
and be submitted to the COR within 7 days of the work.
3.4.3
Boilers/Hot Water Heaters
The Contractor shall provide the following information for new
boilers/hot water heaters to the COR: UTM coordinates, manufacturer
name, model #, fuel type, max input (BTU/hr), stack height, stack
diameter, stack velocity, serial #, installation date, and ensure the
boiler has a gas meter.
Boilers shall fire only sweet natural gas or
#2 Diesel as a backup fuel only.
Water heaters, small boilers, and process heaters with a maximum rated
capacity of 2.0 MMBTU or less shall meet NOx requirements of 30 Texas
Administrative Code, Chapter 117.3205. Water heaters and boilers must
have labeling certifying that requirements have been met in accordance
with Fort Hood's Title V air operating Permit # O-01659. The contractor
shall notify the COR at a minimum of 30-days prior to the installation of
boilers larger than 10.0 MMBTU. These boilers shall require additional
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notification to the Environmental Protection Agency prior to startup.
This notification shall
be performed by the DPW, Environmental Division.
3.4.4
Dust Control
All construction site operators on Fort Hood shall monitor and control dust
from construction sites as necessary to prevent dust in such concentration
and of such duration as are or may tend to be injurious to or to adversely
affect human health or welfare, animal life, vegetation, or property, or as
to interfere with the normal use and enjoyment of animal life, vegetation, or
property. Site operators shall use water, dust suppressant chemical, or
other method approved by DPW Environmental Division to accomplish this. If
chemical dust suppressants shall be used, the Contractor shall submit the
product information, including MSDS, to the COR for review prior to
application using the Hazardous Material Authorization Request form found in
the Reference section.
3.4.5
Painting
For all painting conducted, the Contractor shall provide an inventory
of paint and cleanup products used as well as MSDS for each of the
products.
3.5
CULTURAL RESOURCE MANAGEMENT
Fort Hood's Cultural Resource Management (CRM) Program is implemented
under the National Historic Preservation Act (NHPA) of 1966, as amended.
All
activities and projects conducted on Fort Hood are subject to compliance
with Federal, State, and local preservation and protection laws and
statutes and regulations for cultural resources. Cultural
Resources include, but are not limited to, historic buildings, landscapes,
significant objects, and archaeological resources as defined in the
National Historic Preservation Act, the Archaeological Resources Protection
Act, and the Native American Graves Protection and Repatriation Act.
3.5.1
Requirements
Contractors shall comply with Federal, State and local laws,
regulations and guidance regarding cultural resources by:
a.
Preventing, damage or destruction to cultural resources.
b. Identification of potential impacts on protected cultural
resources and impact avoidance strategies.
c. If a cultural resource is inadvertently discovered or found
during any construction activity, all work shall be temporarily
suspended until the CRM has been notified and determines the
significance of the find and if any disposition shall be made.
The
area is to be secured
to prevent employees or other persons from trespassing on, removing,
or otherwise disturbing the discovery.
3.6
3.6.1
NATURAL RESOURCE MANAGEMENT
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Comply with applicable regulations and these specifications. Preserve the
natural resources within the project boundaries and outside the limits of
permanent work performed under this Contract in their existing condition
or restore to an equivalent or improved condition as approved by the
Contracting Officer. Where violation of environmental procedures
requirements shall irreversibly damage the site, documentation shall be
submitted to the COR.
3.6.2
Land Resources
Confine all activities to areas defined by the drawings and
specifications. Prior to construction, identify land resources to be
preserved within the work area. Do not remove, cut, deface, injure, or
destroy land resources including trees, shrubs, vines, grasses, topsoil,
and landforms without prior approval, except in areas indicated on the
drawings or specified to
be cleared. Do not apply toxic or hazardous chemicals to soil or vegetation
unless otherwise indicated. Ropes, cables, or guys shall not be fastened to
or attached to any trees for anchorage unless specifically authorized.
Provide effective protection for land and vegetation resources at all
times, as defined in the following subparagraphs. Remove stone, soil, or
other materials displaced into specified areas.
3.6.2.1
Not Used
3.6.2.2
not Used
3.6.2.3
Tree and Plant Protection
In the event of damage to tree or plant, the Government may, at the
Contracting Officer's discretion, deduct the indicated value of the
damaged tree or plant from the Contract Sum. Native hardwood trees that
are removed or that die from damage must be replaced.
Preserve as many trees, shrubs, vines, grasses, land forms and other
landscape features as possible at the disturbed site. The preserved items
shall be clearly identified by marking, fencing, or wrapping with boards, or
any other approved techniques. The Contractor shall contact the Fort Hood
Sanitary Landfill on wood recycling for trees removed from site clearing and
grubbing. The trees could be shredded on-site and the shredded material
spread over adjacent vegetative areas for "soil amendments". The material
shall not spread to exceed 2.5 inches in depth. Trees could be loaded and
hauled to the Fort Hood Sanitary Landfill (telephone 287-532-2256) where
they will be weighed and dumped in the recycle yard for later shredding. If
there are any native hardwood trees that cannot be preserved but have to be
removed from the disturbed site, then mitigation is required at the rate of
10 new trees for each native hardwood removed. A tree is defined as at least
3 inches in diameter measured at approximately 5 feet above ground level.
Avoid removal of endangered species habitat. If endangered species habitat
cannot be avoided, coordination must occur with DPW COR and ENV. If habitat
is removed without coordination through DPW COR and ENV, the Contractor will
be responsible for replacement and/or mitigation costs.
3.6.3
Surface Water Resources
Comply with requirements of the Clean Water Act (CWA), NPDES, and the
applicable Texas Pollutant Discharge Elimination System (TPDES). Prevent
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oily or other hazardous substances from entering the ground, drainage
areas, or local bodies of water. Prevent ponding of stagnant water
conducive to mosquito breeding habitat.
3.6.3.1
Cofferdams, Diversions, and Dewatering Operations
Construction operations for dewatering, removal of cofferdams, tailrace
excavation, and tunnel closure must be coordinated prior to
construction. Obtain a Coordination for Land Excavation and Water Use
Permit (FHT
200-X10), as appropriate. Comply with the State of Texas anti-degradation
provisions and the Clean Water Act Section 404. Work must be in compliance
with appropriate Section 404 Nationwide Permit(s). The work shall be
controlled at all times to maintain compliance with existing State water
quality standards and designated uses of the surface water body.
3.6.3.2
Stream Crossings
Stream crossings must allow movement of materials or equipment without
violating water pollution control standards of the Federal, State, and
local governments. Construction of stream crossing structures must be
in compliance with Clean Water Act Section 404, Nationwide Permit 14.
3.6.3.3
Waters of the U.S. and Isolated Wetlands
Do not enter, disturb, destroy, or allow discharge of contaminants into
any waters of the U.S. or isolated wetland, except as authorized.
Authorization to enter specific identified waters of the U.S. or isolated
wetlands shall not relieve the Contractor from any obligation to protect
other waters of the U.S. or isolated wetlands within, adjacent to, or in
the vicinity of
the construction site and associated boundaries.
3.6.3.4
Fish and Wildlife Resources
Manage and control construction activities to minimize interference with
and damage to fish and wildlife, including their habitat. Do not disturb
fish and wildlife. Do not alter water flows or otherwise significantly
disturb the native habitat related to the project and critical to the
survival of fish and wildlife, except as indicated or specified. Avoid
leaving windows and doors open when personnel are not onsite to reduce
the occurrence of animals seeking shelter or building nests/dens in
buildings. Should an animal occupy a structure onsite, contact the COR
for assistance.
The protection of threatened and endangered animal and plant species,
including their habitat, is the Contractor's responsibility in accordance
with Federal, State, Regional, and local laws and regulations.Fort Hood
hosts nesting for a variety of species that are migratory birds. The
Migratory Bird Treaty Act states that during nesting season, it is illegal
to disturb, harm, remove, or relocate any bird, nest, feather, or egg.
Prior to any tree removal, areas shall be surveyed for migratory birds.
Removal of these trees shall wait until any migratory birds have fledged
and left the nest. Migratory bird nesting season is from 15 March until 15
August. The contractor will be required to coordinate with DPW COR prior
to cutting down trees/vegetation during this season.
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Burning
Burning is prohibited on the Government premises.
3.6.5
Previously Used Equipment
Clean all previously used construction equipment prior to bringing it
onto the project site. Ensure that the equipment is free from soil
residuals, egg deposits from plant pests, noxious weeds, and plant
seeds. Ensure that all equipment is free of leaks and is maintained.
3.7
SUSTAINABLE PROJECT EXECUTION
During construction consider implementation of strategies that ensure
sustainable construction practices on the job sites and performance of
the buildings. Consideration should be given to adapt better sustainable
practices for water, electrical, construction debris and other resources
utilized.
3.7.1
3.7.1.1
Products and Materials
Recycled Content
For EPA-designated products, use products meeting or exceeding EPA's
recycled content recommendations. For other products, use materials
with recycled content such that the sum of post-consumer recycled
content plus one-half of the pre-consumer content constitutes at least
10% (based on cost) of the total value of the materials in the project.
3.7.1.2
Comprehensive Procurement Guidelines (CPG)
a. Various sections of the specifications contain requirements for
materials that have been designated by EPA (40 CFR 247) as being products
which are or can be made with recovered or recycled materials (copy of
the listed items may be obtained at:
http://www.epa.gov/epawaste/conserve/tools/cpg/index.htm. These items,
when incorporated into the work under this contract, shall contain at
least the specified percentage of recycled or recovered materials unless
adequate justification (non-availability) for non-use is provided and
submitted to the COR for approval.
b. The contractor shall consider raw materials
manufacturing, packaging, distribution, reuse,
and disposal of products, and provide products
least effect on the environment, determined by
(LCA), released toxins, and other methods.
3.7.1.3
acquisition, production,
operation, maintenance,
and materials with the
Life Cycle Cost Analysis
United States Department of Agriculture (USDA Bio-Preferred
Program) Mandatory Federal Procurement Preference - USDA designates
biobased
products that are afforded preference by Federal agencies when making
purchasing decisions. A complete summary of the requirements can be found
at: http://www.biopreferred.gov.
Under the procurement program, BioPreferred designates items, or generic
groupings of biobased products, that are required for purchase by Federal
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agencies and their contractors. As a part of this process, the minimum
biobased content is specified and information on the technical, health,
and environmental characteristics of these products are made available on
the BioPreferred Web site. Beginning in 2009, biobased intermediate
ingredients and feedstocks shall be included in the designation process.
These intermediates are used to make finished consumer products.
A current listing of USDA Designated items can be found at:
http://www.biopreferred.gov/ProposedAndFinalItemDesignations.aspx.
3.8
ENVIRONMENTAL TRAINING
The Environmental Manager, must attend and successfully complete the
Primary Environmental Compliance Officer (ECO) class offered by the DPW
- Environmental Management Branch within 60 days of the NTP. This class
is no charge to the Contractor and offered on a monthly basis.
A copy of the class schedule may be obtained from the Contracting
Officer. Upon completion of the ECO class, a copy of the completion
certificate must be submitted to the COR.
3.8.1
Environmental Manager
Appointing an Environmental Manager and stating that he/she is
responsible for managing and implementing the Environmental Program as
described in this contract. Include in this letter the Environmental
Manager's authority to direct the removal and replacement of nonconforming work.
3.8.2
EMS General Awareness Training
All personnel performing work for or on behalf of Fort Hood must be
aware of and understand Fort Hood's Environmental Policy. Fort Hood
offers EMS General Awareness Training in the form of a 12 minute video
available at https://lmp.hood.army.mil.
All contractors
performing a service contract or construction contract on Fort Hood are
required to take EMS General Awareness Training.
Contractors are
also responsible for ensuring all contractor employees and
subcontractors hired on their behalf receive EMS General Awareness
Training.
The Contractor is also responsible to ensure that
all goods and services used by the Contractor or any of its
subcontractors do not deviate from the installation Environmental
Policy, objectives and targets of the EMS.
3.9
HAZARDOUS AND SOLID WASTE MANAGEMENT
3.9.1
Generation of Construction and Demolition (C&D)Debris
a.
The contractor shall recycle/reuse C&D first by looking for
another user on Fort Hood before taking it off site, through
coordination with the COR. If there is no other on-site use
for the material, offsite disposal is required; and disposal
at a C&D recycle facility is preferred. The Contractor shall
provide weight tickets to the COR on a monthly basis for all
material disposed, reused or recycled. Material that is
reused by the DPW Maintenance or other Fort Hood projects
shall also have a weight ticket as part of the monthly
submittal.
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b. Each project shall divert a minimum of 60% by weight of total C&D
waste from any landfill. Any exception to this requirement must be
approved in writing by the DPW Environmental Division Chief prior to
the start of construction or deconstruction.
3.9.2
Recycling and Waste Minimization
a. In accordance with Fort Hood Regulation 420-6 (Recycling) all
Contractor's must recycle. Fort hood encourages the use of its recycle
center located in building 4621 at 72nd street and railhead drive. To
request onsite recycle containers call 252-287-6732. The recycle center is
open 0730-1600, Monday – Friday.
b. In order to use the Fort Hood Recycle Center, waste products and
materials that are recyclable shall be separated from trash and sorted
into appropriately marked separate containers. Recyclable materials
include: Cardboard and paperboard, light metal, aluminum and steel
containers, paper, plastic containers, tires/rims, white goods and
appliances, bulk scrap metal, certain types of lead acid batteries,
and serviceable pallets.
c. Not Used
d. Weight tickets for all recycled material shall be provided to the
COR on a monthly basis for each task order.
3.9.3
Fort Hood Landfill Use
Use of the Fort Hood Municipal Solid Waste Landfill by the Contractor is
subject to the operating requirements imposed on the landfill by the
landfill operating permit (TCEQ Permit #1866). The landfill is located
at the intersection of Turkey Run Road and Clarke Roads. All waste
delivered to the landfill shall be secured or covered before entry into
the landfill is allowed.
All waste shall be
inspected by the landfill operating Contractor for materials that are not
authorized in the landfill.
Containers that contain unauthorized waste shall be diverted for removal
of unauthorized material before entry into the landfill. Landfill
operating
hours are 0730- 1600 Monday - Friday and 0800- 1300 on Saturday.
Questions
concerning landfill policy and procedures shall be directed to the Solid
Waste Management Contractor at 254-532-2256 or 254-532-4522. The
following classes of materials are NOT authorized in the Fort Hood
Municipal Solid Waste Landfill and shall be diverted as described below:
a. Recycle materials: Cardboard and paperboard, light metal,
aluminum and steel containers, paper, plastic containers, and
serviceable pallets shall be diverted to a recycling center.
b. Compost materials: Untreated wood, branches, shrubs, grass, wood
chips, unserviceable or odd sized pallets must be separated from
other refuse.
These materials can be
brought to the Fort Hood Compost Center.
The Compost Center is
located in the vicinity of the Landfill (corner of Clarke Road and
Turkey Run Road).
All materials must go
through the landfill scales for inspection and weight measurement.
Solid Waste Contractor personnel shall direct disposition of compost
materials. Cedar trees may not be composted and must be delivered to an
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area designed by the Government for deposition.
c. Inert construction and demolition debris: Inert C&D material
includes: clean fill; sand; sod; rock; clean masonry; brick;
concrete, and asphalt. The contractor shall maximize the recycling
or reuse of this material. These materials are not accepted by the
Fort Hood Landfill.
d. Salvageable Items: Tires and engine and machine parts must be
delivered to the Defense Logistics Agency Disposition Services
(DLADS). The DLADS is located in building 4286,at 80th Street and
Tank Destroyer Blvd. The phone number is 287-6732.
Call for hours
of operation and turn-in procedures.
e. Regulated wastes: liquid waste; florescent light bulbs; oil
filters; ordinance; explosives; pressurized gases; refrigerants; PCB
ballasts; paints; solvents; antifreeze; pesticides; herbicides;
radioactive materials, including smoke and carbon monoxide detectors;
and bio-hazardous materials. For more information on the management of
regulated wastes on Fort Hood call the DPW-CU at 288-7627.The DPW-CU
can help Contractor with waste classifications and state
notification procedures.
f. Asbestos: The management of asbestos on Fort Hood requires
special procedures mandated by the State of Texas.
Contact the
Fort Hood Environmental Division 287-9184 prior to start of work
activities for guidance on asbestos waste management.
g. Special Wastes: POL
contaminated with lead
State of Texas. These
procedures mandated by
Environmental Division
guidance on special
waste management.
contaminated soil and demolition debris
paint are considered special wastes in the
special wastes require special handling
the State of Texas. Contact the Fort Hood
287-9184 prior to start of work activities for
3.9.4
Inert Construction and Demolition Debris (This section not used)
3.9.5
Prohibited Materials
The use of the following materials is prohibited:
a. Products containing asbestos
b. Products containing urea formaldehyde
c. Products containing polychlorinated
biphenyls
d. Products containing chlorinated
fluorocarbons
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Facility hazardous waste generator status
Fort Hood is designated as a Large Quantity Generator. All work
conducted within the boundaries of this installation must meet the
regulatory requirements of this generator designation. The Contractor
shall comply with all provisions of Federal, State or local regulatory
requirements applicable to this generator status regarding training,
storage, handling, and disposal of all construction derived wastes.
3.9.7
Dumpster
Ensure all dumpsters have a secure cover. Keep cover closed, except
when in use. Locate dumpsters behind the construction fence or out of
the public
keep the site free of debris and trash. For large demolitions, large
dumpsters or roll-offs without lids are acceptable but must not have
debris stacked higher than the sides of the container.
3.9.8
Disposal of Hazardous Waste
All hazardous waste that is generated shall be turned in to the DPW
Classification Unit. Call 288-7627 for a turn-in appointment. The
government reserves the right to seek reimbursement of disposal costs,
unless specifically included in the contract that the disposal of
hazardous waste is government furnished.
3.10
SPILL MANAGEMENT
The Contractor shall not drain petroleum and or any other hazardous
products onto the ground. The Contractor shall be familiar with and comply
with the spill response requirements in FH Reg 200-1 Environmental and
Natural Resources, Chapter 3 Oil and Hazardous Substances Spills. The
Contractor shall exercise caution and follow industry standard safety
practices to prevent spills from occurring. The Contractor shall report
immediately all spills of fuels, oils or other pollutants to the Fire
Department (254-287-7127) and the Contracting Officer, indicating the
location, type and amount of material spilled, and any other pertinent
information.
The Contractor may be requested or required to assist with or reimburse
the government for spill response activities, including but not limited
to spill containment, application of countermeasures, cleanup, waste
disposal, and site restoration as directed by the DPW Environmental
Division through the Contracting Officer.
Spills of hydraulic fluid, oil and other petroleum products should
always be immediately cleaned up to prevent discharge of these fluids
with storm water run-off. Petroleum contaminated soil shall be cleaned
up and disposed of properly. Contact the DPW Environmental Division for
guidance on the clean-up, collection, disposition of POL contaminated
soils.
3.11
POL AND ANTIFREEZE STORAGE TANKS
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All above ground POL storage tanks installed shall be designed for above
ground storage of flammable and combustible liquids at atmospheric pressure
and must comply with the latest edition of National Fire Protection
Association NFPA 30 Flammable and Combustible Liquids Code. Tanks shall be
of double wall construction and provide complete secondary containment of
the primary storage tank’s contents by an impervious outer wall. The
double wall meets the EPA’s secondary containment requirements and does not
require an external berm. Thermal insulation that provides a minimum twohour fire rating shall be installed at the factory within the interstitial
space between the inner and outer wall. The tank’s primary and secondary
containment must be tested for tightness in the factory and in the field
before commissioning. Inner and Outer Tank shall be manufactured in
accordance with UL-142 Standard for Steel Above Ground Tanks for Flammable
and Combustible Liquids. Entire tank shall be labeled for Underwriters
Laboratories UL 2085 Standard for Insulated Secondary Containment Above
Ground Tank for Flammable Liquids. The tank design shall comply with UL
2085 "Protected" Tank standard and shall be tested for Ballistics, Impact,
Hose Stream, and Pool Fire UL-2085 performance standards. Each tank shall
be delivered as a complete UL-listed assembly with two factory supplied,
welded-on saddles to keep tanks off the ground and to permit viewing
underneath the tank. Tanks to be set level on a solid foundation. Tank
exterior must be chalk white or white in color and protected with a
noncorrosive coating or made of a noncorrosive material. Each tank shall
be grounded and bonded as specified in NFPA 30. Accommodations must be
provided for the user to be able to easily reach and pour the used product
into the spill container. The exterior of all POL storage tanks must be
clearly labeled with the contents of the tank, including the term “Used”
rather than “Waste”. Lifting lugs shall be provided at balancing points to
facilitate handling and installation where applicable. Tanks shall be
installed according to manufacturers recommendations. Tanks shall be
supplied with all components necessary to operate and required by NFPA and
EPA as listed below:
• One 2" - Interstitial Monitoring Port
• One 2" - Normal Working Vent, Primary Tank; top must be at least 12 feet
above ground
• One 4", 6", or 8" - Emergency Vent, Primary Tank
• One 4", 6", or 8" - Emergency Vent, Secondary Tank
• One 2", 4" or 6" - Product Fill with Spill/Overfill Container designed
so liquids will automatically flow into fill port. Top of fill tube should
be flush with bottom of spill container
• One 2" or 3" - Suction Port with cam lock connector and drop tube
• One 2" or 4" – Direct Read Liquid Level Gauge
If a single wall tank must be installed, provide secondary containment for
all single wall storage tanks, including temporary tanks (such as tanks
used during construction), in accordance with provisions of 40 CFR 112, 302
and 30 TAC 334. Storage tanks must have a secondary means of containment
for the entire capacity of the largest single container and sufficient
freeboard to contain precipitation, usually 110% of the largest container.
Basin materials must be compatible with the products stored in the tanks.
Secondary containment basins constructed with soils must be lined with
impermeable materials to protect underlying soils. Tanks, containment
basins, and substance transfer areas must be free of cracks, open seams,
open drains, and vegetation.
3.12
INTEGRATED PEST MANAGEMENT
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In order to minimize impacts to existing fauna and flora, the Contractor,
through the Contracting Officer, must coordinate with the Installation
Pest Management Coordinator (IPMC) Project Pesticide Coordinator (PPC) at
the earliest possible time prior to pesticide application. Discuss
integrated pest management strategies with the IPMC PPC and receive
concurrence from the IPMC PPC through the COR prior to the application of
any pesticide associated with these specifications. Installation Project
Office Pest Management personnel shall be given the opportunity to be
present at all meetings concerning treatment measures for pest or disease
control and during application of the pesticide. (Exception for
termiticide.) The use and management of pesticides are regulated under 40
CFR 152 - 186.
Minimize environmental pollution and damage that may occur as the result
of Pest Control. The environmental resources within the project
boundaries and those affected outside the limits of permanent work must
be protected
during the entire duration of this contract. Comply with all applicable
environmental Federal, State, and local laws and regulations.
3.12.1
Qualifications
For the application of pesticides, use the services of a
subcontractor whose principal business is pest control. The
subcontractor must be licensed and certified in the state where the
work is to be performed.
3.12.2
Training of Pest Control Personnel
The Contractor's personnel must be trained in pest control. Conduct a
pest control meeting for all personnel prior to commencing construction
activities. Additional meetings must be conducted for new personnel and
when site conditions change. Include in the training and meeting agenda:
methods of detecting and pest infestation; familiarization with
statutory and contractual pest control standards; installation and care
of devices, and instruments, if required, for monitoring purposes to
ensure adequate and continuous pest control; anticipated hazardous or
toxic chemicals or wastes, and other regulated contaminants; recognition
and protection of wetlands, and endangered species and their habitat
that are known to be in the area.
3.12.3
Pest Control Training Records
Provide a Certificate of Competency for the personnel who shall be
3.12.4
Pesticide Treatment Plan
Include and update a pesticide treatment plan, as information becomes
available. Include in the plan: sequence of treatment, dates, times,
locations, pesticide trade name, EPA registration numbers, authorized
uses, chemical composition, formulation, original and applied
concentration, application rates of active ingredient (i.e. pounds of
active ingredient applied), equipment used for application and
calibration of equipment. Federal, State, Regional and Local pest
management record keeping and reporting requirements as well as any
additional Installation Project
Office specific requirements are the Contractor's responsibility in
conformance with DA AR 200-5 Pest Management, Chapter 2, Section III "Pest
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Management Records and Reports".
3.12.5
Pesticide Delivery and Storage
Deliver pesticides to the site in the original, unopened containers
bearing legible labels indicating the EPA registration number and the
manufacturer's registered uses. Store pesticides according to
manufacturer's instructions and under lock and key when unattended.
Liquid pesticide concentrates shall not be transported or stored on the
installation in container units exceeding 2.5 gallons without prior IPMC
approval.
3.12.6
Pesticide Handling Requirements
Formulate, treat with, and dispose of pesticides and associated
containers in accordance with label directions and use the clothing and
personal protective equipment specified on the labeling for use during
all phases of the application. Furnish Material Safety Data Sheets (MSDS)
and Manufacturer's product label for all pesticide products.
3.13
3.13.1
TOXIC SUBSTANCES (TSCA)
Asbestos
Asbestos containing material: Items, components, or materials which are
specified to be worked on under this contract may involve asbestos. All
thermal insulation, in all work areas should be considered to be
asbestos unless positively identified by conspicuous tags or previous
laboratory analysis certifying asbestos free. The Contractor shall not
remove or perform work on any such materials without the prior approval
of the COR. The Contractor shall not engage in any activity, which would
remove or damage such material. All manifests for disposal of asbestos
containing material must be signed by a DPW Classification Unit
representative.
3.13.2
Mercury Containing Materials
Mercury is prohibited in construction, unless specified otherwise, and
with the exception of mercury vapor lamps and fluorescent lamps.
Dumping of
mercury-containing materials and devices such as mercury vapor and
fluorescent lamps, and mercury switches, in the refuse stream is
prohibited. Remove without breaking, pack to prevent breakage, and
transport to the DPW Classification Unit. Contact DPW CU at 288-7627 for a
turn-in appointment. Immediately report to the COR instances of breakage or
mercury
3.13.3
Ionization Smoke Detectors
The Contractor is responsible for the storage and disposal of ionization
smoke detectors in accordance with Federal, state, and local laws and
regulations. These cannot be disposed of anywhere on Fort Hood. Remove
existing ionization smoke detectors and place like types together. Store in
a covered container and dispose of properly.
-- End of Section --
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CLOSEOUT PROCEDURES
7 Aug 12
PART 1 GENERAL
1.1 REFERENCES
COE-02 ARCHITECTURAL AND ENGINEERING INSTRUCTIONAL MANUAL (SWD-AEIM),
Southwestern Division (Current issue as of Contract Award Date)
TRI-SERVICE CADD/GIS TECHNOLOGY CENTER (TSC)
A/E/C CADD Standard Manual (current release as of contract date)
GREEN SEAL (GS)
GS-37 – (2000; R 2005) Industrial and Institutional Cleaners
1.2 SUBMITTALS
The following shall be submitted.
Final Record Drawings
Drawings showing final as-built conditions of the projects. The final
Micro Station record drawings must consist of two sets of electronic
drawings files in the specified format, and one set of the approved
working Record drawings.
1.3 PAYMENT
Contract closeout activities such as, but not limited to, operation and
maintenance manuals, record drawings, warranty requirements, inventories,
payrolls, and final cleanup are subsidiary activities of the contract work.
Final contract payment will not be made until completion and approval of
all contract closeout activities.
1.4 RECORD DRAWINGS
Record drawings shall be a record of the construction as installed and
completed by the Contractor. They are a record of all deviations,
modifications, or changes from contract set of drawings, however minor,
which were incorporated in the work. They include all the information shown
on the contract set of drawings, any Contractor-original drawings, all
additional work not appearing on the contract drawings.
1.4.1 Maintenance of Record Drawings
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The Contractor shall make timely updates, carefully maintaining a record set
of working as-built drawings at the job site, marked in red, of all changes
and corrections from the contract drawings. The Contractor shall enter
changes and corrections on drawings promptly to reflect "Current
Construction". This update shall be done no less frequently than on a weekly
basis.
The marked-up set of drawings shall reflect any changes, alterations,
adjustments or modifications. Changes must be reflected on all sheets
affected by the change. Changes shall include marking the drawings to
reflect structural details, foundation layouts, equipment sizes, and other
extensions of design. Typically, room numbers shown on the contract drawings
are selected for design convenience and do not represent the actual numbers
intended for use by the end user. Final record drawings shall reflect actual
room numbers adopted by the end user.
1.4.2 Preliminary Record Drawings
The preliminary record drawings will be jointly inspected for accuracy and
completeness by the COR and the assigned representative of the Contractor's
Quality Control Organization prior to submission of each monthly pay
estimate. See paragraph, "Withholding for Preliminary Record Drawings." The
record drawings shall show the following information, but not be limited
thereto:
(a) The location and description of utility lines or other installation
of any kind or description known to or found to exist within the
construction area. The location of exterior utilities includes actual
measured horizontal distances from utilities to permanent
facilities/features. These measurements shall be within an accuracy range
of 6 inches and shall be shown at sufficient points to permit easy
location of utilities for future maintenance purposes. Measurements shall
be shown for all change of direction points and all surface or
underground components such as valves, manholes, drop inlets, cleanouts,
meter, etc. The general depth range of each underground utility line
shall be shown (i.e., 3 to 4 feet in depth). The description of exterior
utilities includes the actual quantity, size, and material of utility
lines.
(b) The location and size of all uncharted existing utilities
encountered.
(c) The location and dimensions of any changes within the building or
structure.
(d) Correct grade or alignment of roads, structures or utilities if any
changes were made from contract drawings.
(e) Correct elevations if changes were made in site grading.
(f) Changes in details of design or additional information obtained from
working drawings specified to be prepared and/or furnished by the
Contractor including but not limited to fabrication, erection,
installation plans and placing details, pipe sizes, insulation material,
dimensions of equipment foundations, etc.
(g) The topography and grades of all drainage installed or affected as a
part of the project construction.
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1.4.2.1 Pre-final Inspection for Each Item of Work
As part of the pre-final inspection for each item of work, the preliminary
record drawings will be reviewed. They shall comply with this specification
prior to scheduling the final inspection, and/or prior to substantial
completion of the item of work.
1.4.2.2 Withholding for Preliminary Record Drawings
Failure by the Contractor to maintain current and satisfactory preliminary
record drawings in accordance with these requirements will result in
withholding progress payments.
1.4.3 Final Record Drawings (CADD Record Drawings)
The Contractor shall furnish the as-built drawings in the same file format
as the Working CADD files. The CADD files will be furnished to the
Contractor on a separate CD-ROM disk, in Bentley Systems Micro Station.
These CADD files are part of the permanent records of this project and the
Contractor shall be responsible for the protection and safety thereof until
returned to the COR. Drawings, tracings, or CADD files damaged or lost by
the Contractor shall be satisfactorily replaced by the Contractor at the
Contractor's expense. CADD files will be audited by the COR and for accuracy
and conformance to the above specified drafting and CADD standards.
1.4.3.1 Drafting
Only personnel proficient in the preparation of engineering drawings and
CADD shall be employed to modify the original contract drawings, prepare
additional new drawings, and modify the CADD files. Additions and
corrections to the contract drawings shall be neat, clean, and legible and
shall match the adjacent existing line work and/or lettering being
annotated in type, density, size and style. All modifications, CADD
information, and new drawings shall conform to applicable requirements
specified in the paragraph "CADD Standards." The Contractor shall ensure
that all delivered CADD digital files and data (e.g., sheet files, model
files, cell/block libraries) are compatible with the Government's target
CADD system and operating system, and adhere to the standards and
requirements specified. The term "compatible" means that data is in native
digital format i.e., .dgn (Micro Station). It is the responsibility of the
Contractor to ensure this level of compatibility.
1.4.3.2 CADD Standards
CADD drawings shall be prepared in accordance with the applicable general
and discipline-specific provisions for drawing formats, level/layer
assignments, line colors, line weights, and line types of the TSC-01 (A/E/C
CADD Standards. The CADD standards, including .dgn format, files shall not
have AutoCAD format DWG files referenced to them. Files with raster's
attached as being the sole contents of the file are not acceptable. Files in
AutoCAD DWG format, DWG's referenced to, or having broken attachment links
will be rejected. There shall be a one for one correlation between plotted
blue or black line paper copies and DGN files. The seed file used on to
draft the project will be included in the submittal of drawings:
http://tsc.wes.army.mil/products/standards/aec/aecstdweb.asp.
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1.4.3.3 Border Sheets
The border sheet to be used for any new record drawings shall be the same
as used on the original drawings.
1.4.3.4 Copies of the Final Record Drawings
Black line prints shall be full size (ANSID). All black line prints shall
exhibit good readable print with clear, sharp, dark lines, and shall not be
smeared, faded, double imaged, or have torn or ragged edges.
1.4.3.5 Submittal Requirements
The Contractor shall submit to the COR the final record drawings,
consisting of one set of full size black line prints, and two sets of CADD
files on CD-ROM disks; verification that the CADD files have been loaded
and work on the designated computer systems and are error and virus free.
1.5 ADDITIONAL WARRANTY REQUIREMENTS
The warranty requirements specified in this paragraph are in addition to
those specified in the Contract Clause 52.246-21 WARRANTY OF
CONSTRUCTION.
1.5.1 Contractor's Response to Construction Warranty Service
Requirements Following oral or written notification by the COR, the
Contractor shall respond to construction warranty service requirements in
accordance with the "Construction Warranty Service Priority List" and the
three categories of priorities listed below. The Contractor shall submit a
warranty report on any warranty item that has been repaired during the
warranty period. The report shall include the cause of the problem, date
reported, corrective action taken, and when the repair was completed. If the
Contractor does not perform the construction warranty within the timeframe
specified, the Government may perform the work and, if so, back charge the
Contractor for the cost of such repairs. Such back charges shall be
accomplished under the Changes Clause of the Contract through a credit
modification.
(a) First Priority Code 1. Perform onsite inspection to evaluate
situation, and determine course of action within 4 hours, initiate work
within 6 hours and work continuously to completion or relief.
1.6 Final Cleaning
The premises shall be left clean. Stains, foreign substances, and temporary
labels shall be removed from surfaces. Paved areas shall be swept and
landscaped areas shall be raked clean. The site shall have waste, surplus
materials, and rubbish removed. The project area shall have temporary
structures, barricades, project signs, and construction facilities removed.
PART 2 PRODUCTS
Not used.
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UTILITIES
7 Aug 12
PART 1 GENERAL
This section covers the project requirements unique to utilities systems
(Water/Wastewater, electrical and gas distribution systems). These unique
requirements relate to items such as tracer wire and marking tape
specifications for the location of water/wastewater systems; jacking, boring,
and tunneling requirements; and Customer Service Inspection certifications.
No separate payment shall be made for work covered under
this section.
1.1 REFERENCES
The publications listed below form a part of this specification to the extent
referenced. The publications are referred to within the text by the basic
designation only:
TEXAS ADMINISTRATIVE CODE (TAC)
Title 30, Part 1, Ch 290, Subchapter D, Rule 290.46 Customer Service
Inspection
AMERICAN WATER
(AW) American Water Specifications
www.amwater.com/products-and-services/Federal-Services/MilitaryServices/design-specifications.html
TEXAS COMMISSION ON ENVIRONMENTAL QUALITY TCEQ Regulations
www.tceq.state.tx.us
NATIONAL FIRE PROTECTION ASSOCIATION
NFPA 70 (2011) National Electrical Code
DEPARTMENT OF TRANSPORTATION
Title 49 Code of Federal Regulations (Parts 190,192 and 199)
1.2 SUBMITTALS
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-06 Test Reports
Backflow Prevention Test Report
The Contractor shall supply a "Backflow Prevention Test Report" certificate
for the water supply in accordance with the Texas Commission on Environmental
Quality (TCEQ) regulations. The completed and signed certificate (original
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and two copies) shall be submitted to the Contracting Officer for review and
final
approval. A blank certificate is located at Appendix A.
Potable Disinfection Report (Bacteriological Test)
The Contractor shall supply a "Bacteriological Test Report" for the water
supply in accordance with the Texas Commission on Environmental Quality
(TCEQ) regulations. The completed and signed certificate (original and two
copies) shall be submitted to the Contracting Officer for review and final
approval. A blank
certificate is located at Appendix A.
SD-07 Certificates
Customer Service Inspection
The Contractor shall supply a "Customer Service Inspection" (CSI) certificate
for the water supply in accordance with the Texas Commission on Environmental
Quality (TCEQ) regulations. The completed and signed certificate (original
and two copies) shall be submitted to the Contracting Officer for review and
final
approval. A blank certificate is located at Appendix A.
1.3 UTILITIES REQUIREMENTS
1.3.1 Water/Wastewater Requirements
1.3.1.1 Customer Service Inspections
a. Certification Requirements
A Customer Service Inspection and Certification must be performed in
accordance with the Texas Administrative Code, Title 30, Part 1, Chapter 290,
Subchapter D, Rule 290.46 before providing continuous water service to new
construction; on any existing service when the water purveyor has reason to
believe that cross-connections or other
potential contaminant hazards exist; or after any material improvement,
correction, or addition to the private water distribution facilities.
b. Inspection
The Customer Inspection certifies that all performed work meets the
requirements of the Texas Administrative Code, Title 30, Part 1, Chapter 290,
Subchapter D, Rule 290.46.
c. Inspection Personnel
Customer Service Inspections must be performed by licensed personnel meeting
the requirements described in the Texas Administrative Code, Title 30, Part
1, Chapter 290, Subchapter D, Rule 290.46.
d. Inspection Certification Form - sample form is provided at Appendix A
Original copies of the Customer Service Inspection Certification shall be
provided to the Contracting Officer's Representative prior to final
inspection and acceptance. The Customer Service Inspection Certification
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submitted shall meet all provisions of Rule 290.46. The form (Appendix D
Customer Service Inspection Certification) can be
located on the State of Texas home page at www.sos.state.tx.us under the
Texas Administrative Code section.
1.3.1.2 Backflow Prevention Assembly Tests
Certification of proper operation of backflow preventers shall be
accomplished in accordance with state regulations by an individual licensed
by the state to perform such tests. The Contractor shall provide written
documentation (originals and two copies each), including TCEQ Appendix F
form, at the time of the final inspection for the facility, that the tests
have been performed and that the backflow preventers operate properly. The
ORIGINAL of the signed and dated forms and documents shall be retained by
Fort Hood DPW Service Division.
A copy of the TCEQ rule and sample of the form ("Appendix F Sample Backflow
Prevention Assembly Test and Maintenance Report") can be obtained from the
TCEQ's home page at the web site: www.tceq.state.tx.us.
1.3.1.3 Potable Disinfection Report (Bacteriological Test)
Newly constructed potable water mains are required to be installed and
disinfected in accordance with the American Water Works Association (AWWA)
Standard C-651-05. For every 1,000 feet (307 meters) of newly installed
water main, a bacteriological sample must be collected and a negative result
found prior to placing the main into service. Copies of all sampling and test
analysis results must submitted to the COR.
1.3.2 All other Water/Wastewater requirements refer to Appendix A - AMERICAN
WATER SPECIFICATIONS
1.3.3 Utilities requirements with the exception of Water/Wastewater as noted
above:
1.3.3.1 Utilities Connection Request
Contractor shall complete a connection request form for all new service
connections. The following document is referenced in Appendix A:
Fort Hood Utilities Connection Request
Any service being connected to the Fort Hood Utilities shall have form on
site prior to service connected. All required inspections, testing and
signatures shall be completed prior to final connection. Any deficiencies
identified on day of connection shall be correct prior to connection.
Connection date shall be re-scheduled once COR has verified deficiencies have
been corrected. Temporary Service shall complete documents as required.
1.3.3.2 Utilities Geographic Information System (GIS)
Contractor shall complete Electrical and Natural Gas GIS forms for each key
points of interest identified by SOP and drawings. All sheets shall be
submitted as part of as-builts for government review. All documents can be
reference in appendix A of contract.
Electrical Geographic Information System
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Natural Gas Geographic Information System
1.3.3.3 Plastic Marking Tape
Marking tape to be manufactured with integral wires or foil backing. Plastic
marking tape shall be acid and alkali-resistant polyethylene film, 6 inches
wide with minimum thickness of 0.004 inch. Tape shall have a minimum strength
of 1750 psi lengthwise and 1500 psi crosswise. The tape shall be of a type
specifically manufactured for marking underground utilities. Tape shall be
color as specified in Table 1 and bear a continuous printed inscription
describing the specific utility.
Tape Color
Red: Electric
Orange: Telephone, Telegraph, Television, Police, and Fire Communications
Yellow: Gas
Blue: Dedicated Fire Lines Only
1.3.3.4 Tracer Wire
For gas, gas service lines, and other pressurized utility systems, place
No.10 AWG, THWN, CU, direct-burial in trench 12" above top of pipe, and
brought up in valve boxes and risers, with 12 inches minimum leads above
finished grade. Only direct-burial splices shall be used. Tracer is not
required for underground electrical.
1.3.3.5 Jacking, Boring and Tunneling
Conduct boring and jacking in a manner which does not interfere with
operation of the railroad or street or weakens or damages the embankment or
structure. Bore or jack from the low or downstream end wherever possible.
Unless otherwise shown or specified, the top of the casing pipe shall be a
minimum of 3 feet below the finished road surface and 4 feet below the bottom
of the railroad track ballast.
1.3.3.6 Casing Pipe
Smooth wall steel pipe, ASTM A 53 with welded joints. Minimum wall thickness
of 3/16 inch unless otherwise shown or specified. Unless otherwise indicated
or specified, install a casing pipe of a diameter which provides a minimum of
2 inches clearance between the outside diameter of the carrier pipe joint and
the inside wall of the casing. Upon installation of the carrier pipe, sandgrout the entire annular space between the casing and carrier pipe walls.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.1 WATER RESOURCES MANAGEMENT
This describes requirements that were established to ensure the safe and
effective management of the various water resources on Fort Hood. Failure to
comply could endanger the drinking water supply for all customers on the
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installation, harm the environment, put public health at risk, or endanger
training resources vital to Fort Hood's mission.
3.1.1 Potable Water
Prior to taking water from a potable water source, the Contractor shall
coordinate with the COR. Connection from a potable water source (e.g., fire
hydrant, hose bibb, etc.) to a non-potable water tank requires backflow
protection, either a reduced pressure zone (RPZ) or reduced pressure backflow
assembly (RPBA) device on the hydrant, or an air gap on the water truck or
tank. Superchlorinated water greater 4 mg/L total residual chlorine used for
the
disinfection of potable water pipes may not be discharged into the sanitary
sewer collection system without written permission from the system operator.
Superchlorinated water may not be discharged to the environment or any
other location without written permission from the DPW Environmental
Division.
3.1.2 Wastewater
Do not dump or discharge wastewater into the sanitary sewer system, storm
sewer system, other drainage ditches, water bodies, or elsewhere in the
environment without specific, written permission from the DPW Environmental
Division. That office is responsible for approving all proposed new sources
of wastewater discharges to a collection system or the environment.
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EXCAVATION AND UTILITY CLEARANCE COORDINATION
PART 1
GENERAL
1.1
REFERENCES
extent referenced. The publications are referred to in the text by basic
designation only.
Occupational and Safety Health Act (OSHA) 1983 (29 CFR 1926.65
Specific Excavation Requirement)
Fort Hood Regulation (F.H. Reg) 420-27 Care, Maintenance, And Alterations Of
Facilities, paragraph 4.
F.H. Reg. 200-1 - Environment, Energy And Natural Resources, paragraphs 4-5b
F.H. Form 200-X10 - Coordination For Land Excavation
1.2
DEFINITIONS
Coordination for Land Excavation: A completed F.H. Form 200-X10 indicating
approval and signed by the approving official as applicable.
1.3
DESCRIPTION
1.3.1
Performance Requirement
1.3.1.1
Clearances
Obtain excavation and utility clearance(s) before proceeding with excavation
of any kind. Ensure that subcontractors obtain clearance before performing
any excavation.
1.3.1.2
Responsibility
The contractor is responsible for any property damage, injury or death
resulting from damaged or rupture to underground utility systems when such
damage or rupture was caused by his negligent actions.
1.3.1.3
Utility Disruption
Excavation work shall be performed without disruption of existing utility
systems unless otherwise indicated on the Contract Drawings or in the
Technical Provisions.
1.4
REGULATORY REQUIREMENTS
The Directorate of Public Works (DPW) will act as the utilities company for
the purposes outlined in 29 CFR, paragraph 1926.65.
1.5
SUBMITTALS
1.5.1
F.H. Form 200-X10
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F.H. Form 200-X10 shall be prepared and hand carried by a knowledgeable
individual for all the required approval signatures.
Apply for clearance(s) by submitting, in person, a completed F.H. Form 200X10 to the Directorate of Public Works, Building #4612, Ft. Hood, Texas
between the hours of 7:30 AM and 4:00 PM, Monday through Friday, Federal
holidays excluded.
Copies of this form and information concerning it are
available in Building #4612.
For excavation work which will commence during
the period of September through December apply 21 calendar days in advance.
Apply 7 calendar days in advance for excavation work which will commence
during the period of January through August. When these application periods
are not practical due to Task Order completion times of 30 days or less,
apply within 3 working days after receipt of the Task Order.
1.5.2
Drawings
Submit one set of contract drawings of the proposed work indicating all
proposed utility layout and excavation plan(s) and the drawings showing
existing utilities and site conditions when submitting F.H. Form 200-X10.
1.5.3
Resubmittals
When excavation work does not start within 30 calendar days after the
clearance is issued the clearance will expire and the contractor shall
reapply.
1.6
COORDINATION MEETING
1.6.1
Scheduling
Upon receipt of the submittals the government will schedule a meeting(s) to
be held at the project site with the Contractor and Government personnel.
Contractor shall arrange to have the excavating contractors at the meeting.
1.6.2
Sequenced work
When excavation work is such that the start of the various types will be
sequenced over the construction period, additional coordination meetings to
obtain excavation clearances will be required, as necessary, to insure that
the start of the various types of excavation will occur within 30 days of
the issuance of an excavation clearance.
1.6.3
Utility Information
Government personnel will provide information to the contractor at the
scheduled meeting of any known deviations from the utility systems contract
layout plans and as-built drawings.
1.7
SITE CONDITIONS
1.7.1
Utility Types
The Contractor is forewarned that the following may be encountered at the
site during excavation:
High and low voltage power lines
High, medium and low pressure natural gas lines
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Pressurized gaseous lines including refrigerants
Liquid fuel lines
Sanitary and storm sewer lines both gravity flow and pressurized
Water lines
Steam and condensate lines
Telephone cables containing up to 3000 pairs
Communications and security systems
1.7.2
Locations
The exact locations of the buried utilities may vary from the locations
identified at the on-site meeting. The contractor shall perform such work as
necessary including hand excavation to determine the exact locations of the
various utility systems.
1.7.3
As-built Drawings
As-built drawings of existing utility systems, as may be available, may be
obtained by the contractor from the Directorate of Public Works, Engineering
Plans and Services Division, Building #4612, Ft Hood Texas between the hours
of 7:30 A.M. and 4:00 P.M., Monday through Friday, Federal holidays
excluded.
---- END OF SECTION ---
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SECTION0001
RECORDDRAWINGS
PART1GENERAL
1SUMMARY
ThisSectioncoversthefollowinglineitems:
LineItem:0001RecordDrawings
Description.Thisitemshallgovernforthepreparationandsubmittalofrecorddrawings.
Theunitofmeasurerecordingdrawingsshallbeforeachproject.Drawingaretoincludesurveyedinformationwith
elevations,angles,anddistances.Surveyingcalculationsshouldbestampedbyaregisteredsurveyor.Paymentshall
beatthecontractunitpricepereachperprojectforrecordingdrawings.
1.1RECORDDRAWINGS
RecorddrawingsshallbearecordoftheconstructionasinstalledandcompletedbytheContractor.They
includealltheinformationreflectedonthedeliveryorderscopeofworkandarecordofalldeviations,
modifications,orchangesfromthescopesofwork,howeverminor,whichwereincorporatedinthework;all
additionalworknotreflectedinthescopeofwork;andallchangeswhicharemadeafterfinalinspectionofthe
deliveryorderwork.Thelocationandsizeofallunchartedexistingutilitiesencountered,shallbeincludedwhen
specificallyrequestedbytheCOR.IneventtheContractoraccomplishesadditionalworkwhichchangestheasͲ
builtconditionsoftheworkaftersubmissionoftherecorddrawings,theContractorshallfurnishrevisedand/or
additionaldrawings,bothhardcopiesandCADDfilesasrequiredtodepictasͲbuiltconditions.Therequirements
fortheseadditionaldrawingswillbethesameasfortherecorddrawingsincludedintheoriginalsubmission.
CADDfilesshallconformtotheCADDrequirementsoftheFortHoodCADDSystemandshallbedemonstratedto
workonthedesignatedGovernmentcomputersystems.CADDfilesshallbeerrorandvirusfree.
1.1.2SubmittalofWorkingDrawings
AcopyoftheworkingdrawingswhichtheContractorhasproducedfromthedelivery
orderscopeofwork,shallbefurnishedtotheContractingOfficer'srepresentativepriortostartofworkon
eachdeliveryorder.TheworkingdrawingsshallbegeneratedfromtheFortHoodCADDSystem.TheCADD
fileswillbeprovidedtotheContractorinBentleyMicrostationFormat.Theworkingdrawingsshallbein
enoughdetailtoshowtheextentoftheworkrequiredbythedeliveryorderandshallshowthefollowing
information,butnotbelimitedthereto:
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a.Thelocationanddescriptionofanyutilitylinesorotherinstallationofanykindordescriptionknownto
existwithintheconstructionarea.Thelocationofknownexteriorutilitiesshallbeshownbyactualmeasured
horizontaldistancesfromutilitiestopermanentfacilitiesorfeatures.Thesemeasurementsshownatsufficient
pointstopermiteasylocationofutilitiesforfuturemaintenancepurposes.Measurementsshallbeshownfor
allchangeofdirectionpointsandallsurfaceorundergroundcomponentssuchasvalves,manholes,dropinlets,
cleanouts,meter,etc.Thegeneraldepthrangeofeachundergroundutilitylineshallbeindicated.The
descriptionofexteriorutilitiesincludestheactualquantity,size,andmaterialofutilitylines.
b.Proposedgradeoralignmentofroads,structuresorutilities.
c.Proposedelevationstothenearesttenthofafootusingaworking
benchmarkasabasis.
d.Thetopographyandgradesofalldrainagefeaturestobeinstalledoraffectedasapartoftheproject
construction.
1.1.3SubmittalsofPreliminaryRecordDrawings
Foreachdeliveryorder,theContractorshall,within30daysafterthefinalacceptanceinspection,producefrom
theworkingdrawingstwosetsofbluelineorblacklineprintstoshowallrequirementsofthescopeofwork,all
changesfromthescopeofworkwhicharemadeintheworkoradditionalinformationwhichmightbe
uncoveredinthecourseofconstruction,includingunchartedutilities,shallbeaccuratelyandneatlyrecordedas
theyoccurbymeansofdetailsandnotes.Allchangesand/orrequiredadditionstothepreliminaryrecord
drawingsshallbeclearlyidentifiedinacolorcontrastingtotheblueorblacklinedrawingsandwhichis
compatiblewithreproductionofthepreliminaryrecorddrawing.Blueorblacklineprintsshallbefullsize,22"by
34"imageon24"by36"sheet.DrawingsshallbeproducedatascaleacceptabletotheContractingOfficer.All
blueorblacklineprintsshallexhibitgoodreadableprintwithclear,sharp,darklines,andshallnotbesmeared,
faded,doubleimaged,orhavetornorraggededges.Theblueorblacklinedrawingswillbejointlyinspectedfor
accuracyandcompletenessbytheContractingOfficer'srepresentativeandtheassignedrepresentativeofthe
Contractor'sQualityControlOrganizationpriortosubmission.Ifuponreview,thedrawingsarefoundtocontain
errorsand/oromissions,theywillbereturnedtotheContractorforcorrections.FailureoftheContractorto
maketimelydeliveryofthepreliminaryrecorddrawingsonanyorallitemsofworkwillbecauseforthe
Governmenttodelaysubstantialcompletionandtoassessliquidateddamagesinaccordancewiththetermsand
conditionsofthecontract.Therecorddrawingsshallshowthefollowinginformation,butnotbelimited
thereto:
a.Thelocationanddescriptionofanyutilitylinesorotherinstallationofanykindordescriptionknowntoor
foundtoexistwithintheconstructionarea.Thelocationofexteriorutilitiesincludesactualmeasured
horizontaldistancesfromutilitiestopermanentfacilities/features.Thesemeasurementsshallbeshownat
sufficientpointstopermiteasylocationofutilitiesforfuturemaintenancepurposes.Measurementsshallbe
shownforallchangeofdirectionpointsandallsurfaceorundergroundcomponentssuchasvalves,manholes,
dropinlets,cleanouts,meter,etc.Thegeneraldepthrangeofeachundergroundutilitylineshallbeindicated.
Thedescriptionofexteriorutilitiesincludestheactualquantity,size,andmaterialofutilitylines.
b.Correctgradeoralignmentofroads,structuresorutilitiesifanychangesweremadefromdeliveryorder
workingdrawings.
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c.Correctelevationsifchangesweremadeinsitegrading.
d.Changesindetailsofdesignoradditionalinformationobtainedfromworkingdrawingspreparedbythe
Contractorincludingbutnotlimitedtofabrication,erection,installationplansandplacingdetails,pipesizes,
insulationmaterial,dimensionsofequipmentfoundations,etc.
f.Thetopographyandgradesofalldrainageinstalledoraffectedasapartoftheprojectconstruction.
1.1.4FinalRecordDrawings
Uponapprovalofthepreliminaryrecorddrawings,thecontractorwillmodifytheoriginaldrawingsasmaybe
necessarytocorrectlyshowallthefeaturesoftheprojectasitwasconstructedbybringingthecontractsetinto
agreementwiththepreliminaryrecorddrawings,includingaddingadditionaldrawingsasmaybenecessary.
TheoriginaldrawingsarepartofthepermanentrecordsofthisprojectandtheContractorshallberesponsible
fortheprotectionandsafetythereofuntilreturnedtotheContractingOfficer.Drawings,orCADDfiles
damagedorlostbytheContractorshallbesatisfactorilyreplacedbytheContractorattheContractor'sexpense.
1.1.4.1VerifyingtheAccuracyofMeasurementandLocationofSiteLocation
inreferencetotheFortHoodDataBase
Theaccuracyofthefinalrecorddrawingshallbeverifiable.Thereare
twotypesofprojectsitelocationsthataredistinguishedbytheir
proximitytopermanentfacilities.Onetypeofaprojectsitelocation
isinalocationthatisineyecontactwithexistingpermanentfacilities.
Theothertypeofprojectsitelocationisinaremoteareawithouteye
contactwithexistingpermanentfacilities.Thefollowingprocedures
shallbeengagedsuchthataccuracyofworkandverificationofsite
locationsareverifiable.
1.1.4.1.1ProjectSiteLocationsnearExistingPermanentFacilities
Placea#3bar,6Ͳinchesinlength,paintedorange,flushwiththeground
attheperimeteroftheworkzoneinalocationthatwillnotbedisturbed.
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EmployingaElectronicDistanceMeter,referencethispointbyangeland
distancetothreebuildingcornersthataremorethan90degreesapart.
Also,referencefromthesamereferencepointaminimumoftendistinct
constructionelementsbydistinctivepoints.Afewexamplesare:northͲ
eastcornerofheadwall,backofcurb,startofradiusofcurbreturn,
centerofcleanout,centerofmanhole,etc.
1.1.4.1.2ProjectSiteLocationsinRemoteAreanotineyecontact
withExistingPermanentFacilities
Inthissituationstartatthenearesthardsurfacedroadthatis
identifiableontheFortHoodDataBase.Placetwo#3bar,6Ͳinchesin
length,paintedorangeflushwiththeground,100feetapartatalocation
thatwillnotbedisturbed.AteachofthesepointsplacecrossͲtiesto
aidewithrelocatingthepoints.EmployingaElectronicDistanceMeter
createacoordinateroutetotheprojectsitelocation.Ateachturnin
thecoordinaterouteplacea#3barpaintedorangeflushwiththeground
atalocationthatwillnotbedisturbed.Uponreachingthesitelocation
recordtheangleanddistancetoaminimumoftendistinctconstruction
elements.
1.1.4.2Drafting
Onlypersonnelproficientinthepreparationofengineeringdrawingsshallbeemployedtopreparecontract
drawingsandadditionalnewdrawings.Alladditionsandcorrectionstothecontractdrawingsshallbeneat,
clean,andlegibleandshallmatchtheadjacentexistinglineworkand/orletteringbeingannotatedintype,
density,size,andstyle.Alldrawings,modificationsandnewdrawingsshallconformtoapplicablerequirements
oftheSouthwesternDivisionArchitecturalandEngineeringInstructionManualavailablefromtheDPWͲMaster
PlanningOffice.TheContractingOfficerwillreviewallrecorddrawingsforaccuracyandconformancetothe
abovespecifieddraftingandstandards.TheContractorwillmakeallcorrections,changes,additions,and
deletionsrequiredtomeetthesestandards.
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1.1.4.3TitleBlocksandBorderSheets
Thetitleblockandbordersheetformattobeusedforanyrecorddrawingsshallbeasprovidedbythe
Government.
1.1.5FinalRevisions
1.1.5.1TitleBlockAdditions
Whenfinalrevisionshavebeencompleted,placethewords"REVISEDASͲBUILTDRAWING,"inlettersatleast
3/16inchhigh,andthedateofcompletionintherevisionblockabovethelatestexistingrevisionnotationon
eachdrawingCADDfile.ThecontractorshallprocurefromtheGovernmenttheapplicableDrawing
ManagementIndex(DMI)numbersandplacethesenumbersintheappropriateblockofthetitleblock.Also,
drawingsshallusetheDMI#asthefilename.
1.1.5.2CopiesoftheFinalRecordDrawings
Bluelineorblacklineprintsshallbefullsizesheet;22"by34"imageon24"by36"sheet.Allblueorblackline
printsshallexhibitgoodreadableprintwithclear,sharp,darklines,andshallnotbesmeared,faded,double
imaged,orhavetornorraggededges.
1.1.6CADDFiles
1.1.6.1Standards
TheContractorshallincorporateallinformationfromthefinalrecorddrawingsintoCADDfilesthatconformto
theCADDrequirementsoftheFortHoodCADDSystemandshallbedemonstratedtoworkonthedesignated
Governmentcomputersystems.CADDfilesshallbeerrorandvirusfree.CADDfilesshallbeprovidedoneither
compactdisks(CD)or3Ͳ1/2inchdiskettes.
1.1.6.2DraftingQualifications
OnlypersonnelproficientinthepreparationofengineeringdrawingsandCADDshallbeemployedtoprepare
contractdrawings,additionalnewdrawings,andtheCADDfiles.Furnishforapprovalthequalificationsand
experienceofthepersonnel,andtypesofequipmentandsoftware,tobeusedforthiswork.Modificationof
CADDfileswillnotproceeduntiltheresultingCADDfileshavebeenacceptablydemonstratedtoworkonFort
HoodDPWCADDsystems.CADDfilesshallconformtotheFortWorthDistrictCADDOperatingProcedures
ManualavailablefromtheDPWͲP&POffice.TheContractingOfficerwillreviewallCADDfilesforaccuracyand
conformancetotheabovespecifieddraftingandstandards.
1.2Measurement.
Thisitemwillbemeasuredbytheindividualsetofsheetsrequiredforthefinalapprovedrecorddrawings.
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1.3Payment.
Theworkperformedandmaterialsfurnishedinaccordancewiththisitemandmeasuredasprovidedunder
“Measurement”willbepaidforattheunitpricebidfor“RecordDrawings”.Thispriceshallbefullcompensation
forallworknecessaryinthepreparationoffinalrecorddrawingstoincludeallnecessarysurveyanddata
gathering,draftingandCADDfilepreparation.
1.4BidItem.Thebiditemwillbe:RecordDrawings
PART2PRODUCTS(NOTUSED)
PART3EXECUTION(NOTUSED)
ͲͲͲͲͲͲͲͲENDOFSECTIONͲͲͲͲͲͲͲ
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SECTION 0002
REMOVAL OF FLEXIBLE PAVEMENTS
PART 1
1.1
GENERAL
SUMMARY
This Section covers the following line items:
Line Item:
0002 Removal of Flexible Pavements
1.2
REFERENCES (Not Applicable)
1.3
MEASUREMENT AND PAYMENT
1.3.1
Line Item:
0002
Flexible Pavement Removal
The unit of measure for removal (all thicknesses) of flexible pavement
shall be the square yard.
Payment shall be at the contract unit price
per square yard for removal of flexible pavement.
PART 2
PRODUCTS
PART 3
EXECUTION
NOT USED
All existing material shall be completely removed or an existing layer shall be
removed as necessary for construction of new paving, transitional areas, and
for other construction operations requiring removal.
Edges to be matched to
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new and/or existing construction shall be saw cut, this is required for
flexible pavements as well as concrete pavements. Existing reinforcing steel at
the junction of new and partially removed old concrete shall be incorporated
into the new construction where applicable. All concrete, bituminous materials
binder, aggregate, and reinforcing steel shall be thoroughly removed.
Any
damage
occurring
to
surfaces
of
pavements
to
remain
due
to
Contractor's operations shall be repaired at the contractors expense.
Removal shall be by approved methods, and the materials removed shall be
disposed of at the Fort Hood Inert Material Landfill.
The concrete that
is removed must be broken down into pieces no larger than 3 feet by 3
feet.
Protruding steel is not acceptable, the steel must be cut off
flush with the concrete.
Material shall be segregated and disposed of
by
type
at
the
inert
landfill.
Please
see
Specification
01042
(Environmental
Protection)
section
1.7.5
Landfilling
for
further
details.
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SECTION 0003
REMOVAL OF REINFORCED CONCRETE
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0003 Removal of Reinforced Concrete
1.2
1.3
1.3.1
Line Item:
0003 Reinforced Concrete Removal
The unit of measure for removal of reinforced concrete (all types)
shall be the cubic yard.
Payment shall be at the contract unit price
per cubic yard for removal of reinforced concrete.
PART 2
PRODUCTS
PART 3
EXECUTION
NOT USED
new and/or existing construction shall be saw cut; this is required for
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into the new construction where applicable.
All concrete, bituminous
materials, binder, aggregate, and reinforcing steel shall be thoroughly
removed. Any damage occurring to surfaces of pavements to remain due to
Contractor's operations shall be repaired at the contractor’s expense. Removal
shall be by approved methods, and the materials removed shall be disposed of at
the Fort Hood Inert Material Landfill. The concrete that is removed must be
broken down into pieces no larger than 3 feet by 3 feet. Protruding steel is
not acceptable, the steel must be cut off flush with the concrete. Material
shall be segregated and disposed of by type at the inert landfill. Please see
Specification 01042 (Environmental Protection) section 1.7.5 Landfilling for
further details.
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SECTION 0004
REMOVAL OF NON-REINFORCED CONCRETE
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0004 Removal of Non-Reinforced Concrete
1.2
1.3
1.3.1 Line Item:
0004 Non-Reinforced Concrete Removal
The unit of measure for removal of non-reinforced concrete shall be by
the cubic yard.
Payment shall be at the contract unit price per cubic
yard for removal of non-reinforced concrete.
PART 2
PRODUCTS
PART 3
EXECUTION
NOT USED
new and/or existing construction shall be saw cut; this is required for
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into the new construction where applicable.
All concrete, bituminous
materials, binder, aggregate, and reinforcing steel shall be thoroughly
removed. Any damage occurring to surfaces of pavements to remain due to
Contractor's operations shall be repaired at the Contractor’s expense. Removal
shall be by approved methods, and the materials removed shall be disposed of at
the Fort Hood Inert Material Landfill. The concrete that is removed must be
broken down into pieces no larger than 3 feet by 3 feet. Protruding steel is
not acceptable; the steel must be cut off flush with the concrete. Material
shall be segregated and disposed of by type at the inert landfill. Please see
Specification 01042 (Environmental Protection) section 1.7.5 Landfilling for
further details.
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SECTION 0005
Rubbish Handling (Dumpster & Rental)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0005 Rubbish Handling (Dumpster & Rental)
1.2
1.3
1.3.1
Line Item:
0005 Rubbish Handling (Dumpster & Rental)
The unit of measure for the removal of assorted debris shall be by the
day.
Payment shall be at the contract unit price per day for rubbish
handling. Unit item includes all labor and equipment expenses associated
with relocating debris, placing debris in the dumpster, dumpster rental,
and hauling off the dumpster. The dumpster is to be hauled off a maximum
of two times per week.
PART 2
PRODUCTS NOT USED
PART 3
EXECUTION
All existing material shall be completely removed or an existing layer
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shall be removed as necessary for construction of new paving,
transitional areas, and for other construction operations requiring
removal.
Edges to be matched to new and/or existing construction shall
be saw cut, this is required for flexible pavements as well as concrete
pavements.
Existing
reinforcing
steel
at
the
junction
of
new
and
partially
removed
old
concrete
shall
be
incorporated
into
the
new
construction
where
applicable.
All
concrete,
bituminous
materials,
binder, aggregate, and reinforcing steel shall be thoroughly removed.
Any
damage
occurring
to
surfaces
of
pavements
to
remain
due
to
Contractor's operations shall be repaired at the contractors expense.
Removal shall be by approved methods, and the materials removed shall be
disposed of at the Fort Hood Inert Material Landfill. The concrete that
is removed must be broken down into pieces no larger than 3 feet by 3
feet.
Protruding steel is not acceptable, the steel must be cut off
flush with the concrete.
Material shall be segregated and disposed of
by
type
at
the
inert
landfill.
Please
see
Specification
01042
(Environmental
Protection)
section
1.7.5
Landfilling
for
further
details.
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SECTION
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0006
COLD MILLING/PLANING OF BITUMINOUS PAVEMENTS 0 TO 2-INCH DEPTH
PART 1 - GENERAL
1.
SUMMARY:
This Section covers the following line item:
Line Item:
0006 COLD MILLING OF ASPHALTIC CONCRETE 0 TO 2-INCH DEPTH
DESCRIPTION:
This specification shall govern for milling/planing of
existing asphaltic pavement in accordance with the requirements herein.
1.1
MILLING/PLANING REGIONS:
The intent is that the
milling/planing regions will be from the centerline of road to the
curb line or on top of existing curb.
There will be other regions
required such as radius turn-outs at intersecting streets.
1.2
REMOVAL OF MILLED MATERIAL:
Material that is removed shall be
transported in accordance with division 1 requirements.
The KO or COR may
designate a closer
disposition location on a case by case
basis.
Material that is
removed shall be stockpiled at a
specified location within a 10-mile
radius of the project site. The
Contracting Officer Representative
will provide the specified
location. The material shall be stockpiled
in such a manner to prevent
segregation or contamination.
2.
PREPARATION OF SURFACE:
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The pavement surface shall be cleaned of excessive dirt, clay, or other
foreign material immediately prior to milling/planing the pavement and
at the end of each work day.
3.
WEATHER LIMITATIONS:
Milling/Planing shall not be performed while raining or if there is
accumulation of snow or ice on the pavement surface.
The contractor
will wait till the pavement surface is dry before beginning/continuing
the operation.
4.
TRAFFIC CONTROL:
Reference General Requirements section 01000 paragraph 1.4.1.
5.
EQUIPMENT:
The equipment for removing the pavement surface shall be a power
operated planing machine with a minimum six foot cutting width.
For
detail work and for cutting widths less than six feet, equipment with
less than six foot cutting widths will be allowed.
The equipment shall
be
self-propelled
with
sufficient
power,
traction
and
stability
to
maintain accurate depth of cut and slope.
The equipment shall be
capable of cutting four inches of asphaltic concrete pavement in one
continuous operation.
5.1
GRADE CONTROL SYSTEM:
The equipment shall be equipped with
an approved automatic dual longitudinal grade control system and a
transverse control system.
The longitudinal controls shall be
capable of operating from any longitudinal grade reference,
including string line, ski, mobile string line, or matching shoe.
The transverse controls shall have an automatic system for
controlling cross slope at a given rate.
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5.2
GRADE REFERENCE:
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The grade reference used by the Contractor
may be of any type approved by the Contracting Officer.
points shall be established for the finished profile.
Control
These points
shall be set at intervals not to exceed 50 feet. Therefore the
Contractor shall set the grade intervals not to exceed 50 feet The Contractor
shall set the grade intervals not to exceed 50 feet.
The
Contractor shall set the grade reference from the control points.
The grade reference shall have sufficient support so that the
maximum deflection shall not exceed 1/8-inch between supports.
5.3
MANUAL SYSTEM:
The machine shall have a manual system
providing for uniformly varying the depth of cut while the machine
is in motion, thereby making it possible to cut flush to all
inlets, manholes, or other obstructions within the paved area.
5.4
LOADING AND RECLAIMING:
The machine shall be equipped with
integral loading and reclaiming devices to immediately remove
material being cut from the surface of the roadway and discharge
the cuttings into a truck, all in one operation.
The machine shall
be equipped with devices to control dust created by the cutting
action.
5.5
STREET SWEEPER:
A street sweeper equipped with a water
tank, spray assembly to control dust, a pick-up broom, a gutter
broom, and a dirt hopper shall be required.
The street sweeper
shall be capable of removing cuttings and debris from the planed
pavement.
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6.
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CONSTRUCTION METHODS:
The pavement surface shall be removed for the length, depth and width
and to the typical section shown on sketches or plan drawings and to
the line and grades established.
6.1
UNDERLYING PORTLAND CEMENT CONCRETE SURFACE:
When removing
an asphaltic concrete pavement from an underlying portland cement
concrete surface, all of the asphaltic concrete pavement shall be
removed.
6.2
VERTICAL LONGITUDINAL FACE:
Any vertical or near vertical
longitudinal face exceeding 1-1/4 inches in height in the pavement
surface open to traffic at the end of a work period shall be sloped
a minimum of 1:1.
Transverse faces that are present at the end of
a work period shall be tapered.
6.3
REMOVING ASPHALTIC CONCRETE ADJACENT TO OBSTRUCTIONS:
Pavement that is not removed by the planing machine adjacent to
steep curbs, inlets, manholes or other obstructions shall be
removed by other methods.
7.
GRADE AND SURFACE REQUIREMENTS:
7.1
GRADE:
The finished milled/planed surfaces shall conform to
the lines, grades, and cross sections indicated.
The finished
milled-pavement surfaces shall vary not more than 0.06 foot from
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the established plan grade line and elevation.
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Finished surfaces
at a juncture with other pavements shall coincide with the finished
surfaces of the abutting pavements.
7.2
SURFACE SMOOTHNESS:
Finished surfaces shall not deviate
from the testing edge of a 12-foot straightedge more than 1/4-inch
in the transverse or longitudinal direction.
8.
MEASUREMENT:
Milling/Planing of pavement will be measured by the square yard of
surface area for the various ranges of depths shown on the plans or
sketches.
Square
yard
calculations
will
be
based
on
the
neat
dimensions shown on the plans or sketches.
8.1
DEPTH:
Measurement will be based on the range of depth of
0 to 2-inch depth as shown for each bid item regardless of the number
of passes required.
9.
PAYMENT:
The work performed in accordance with this specification and measured
as provided under "MEASUREMENT" will be paid for at the unit price for
the range of depth shown on the plans or sketches.
This price shall be
full
compensation
for
removing
all
material
to
the
depth
shown,
loading,
hauling,
unloading,
and
satisfactory
stock
piling
of
the
material, for all sweeping, and for all, labor, tools, and equipment.
---END OF SECTION---
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SECTION
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0007
COLD MILLING/PLANING OF BITUMINOUS PAVEMENTS >2-INCH TO 3-INCH DEPTH
PART 1 - GENERAL
1. SUMMARY:
Line Item:
0007 COLD MILLING OF ASPHALTIC CONCRETE >2-INCH TO 3-INCH
DEPTH
DESCRIPTION:
existing asphaltic pavement in accordance with the requirements herein.
1.1
1.2
The KO or COR may
designate a closer
basis.
Material that is
2.
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The pavement surface shall be cleaned of excessive dirt, clay, or other
foreign material immediately prior to milling/planing the pavement.
3.
4.
TRAFFIC CONTROL:
5.
EQUIPMENT:
For
The equipment shall
be
self-propelled
with
sufficient
power,
traction
and
stability
to
maintain accurate depth of cut and slope.
5.1
5.2
GRADE REFERENCE:
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shall be set at intervals not to exceed 50 feet.
Control
These points
The Contractor
The
5.3
MANUAL SYSTEM:
5.4
The machine shall
action.
5.5
STREET SWEEPER:
The street sweeper
pavement.
6.
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6.1
When removing
removed.
6.2
a minimum of 1:1.
6.3
7.
7.1
GRADE:
The finished
Finished surfaces
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7.2
SURFACE SMOOTHNESS:
8.
MEASUREMENT:
surface area for the various ranges of depths shown on the plans or
sketches.
Square
yard
calculations
will
be
based
on
the
neat
8.1
DEPTH:
>2-inch to 3-inch depth as shown for each bid item regardless of the
number of passes required.
9.
PAYMENT:
This price shall be
full
compensation
for
removing
all
material
to
the
depth
shown,
loading,
hauling,
unloading,
and
satisfactory
stock
piling
of
the
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SECTION
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0008
COLD MILLING/PLANING OF BITUMINOUS PAVEMENTS >3-INCH TO 4-INCH DEPTH
PART 1 - GENERAL
1. SUMMARY:
Line Item:
0008 COLD MILLING OF ASPHALTIC CONCRETE >3-INCH TO 4-INCH
DEPTH
existing
herein.
DESCRIPTION:
asphaltic
1.1
pavement
in
accordance
with
the
requirements
1.2
The KO or COR may
designate a closer
basis.
Material that is
2.
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The pavement surface shall be cleaned of excessive dirt, clay, or
other
foreign
material
immediately
prior
to
milling/planing
the
pavement.
3.
4.
TRAFFIC CONTROL:
5.
EQUIPMENT:
For
The equipment
shall be self-propelled with sufficient power, traction and stability
to maintain accurate depth of cut and slope.
5.1
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5.2
GRADE REFERENCE:
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shall be set at intervals not to exceed 50 feet.
Control
These points
The Contractor
The
5.3
MANUAL SYSTEM:
5.4
The machine shall
action.
5.5
STREET SWEEPER:
The street sweeper
pavement.
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6.
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6.1
When removing
removed.
6.2
a minimum of 1:1.
6.3
7.
7.1
GRADE:
The finished
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Finished surfaces
7.2
SURFACE SMOOTHNESS:
8.
MEASUREMENT:
surface area for the various
ranges of depths shown on the plans or
sketches.
Square
yard
calculations
will
be
based
on
the
neat
8.1
DEPTH:
>3-inch to 4-inch depth as shown for each bid item regardless of the
number of passes required.
9.
PAYMENT:
This price shall be
full
compensation
for
removing
all
material
to
the
depth
shown,
loading,
hauling,
unloading,
and
satisfactory
stock
piling
of
the
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SECTION
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0009
CLEARING & Grubbing <3-Inch Diameter
1.1
1.2
SUMMARY
This section covers the following line item:
Line Item:
0009
Clear & Grubb <3-Inch Diameter
DEFINITIONS
1.2.1
Clearing
Clearing shall consist of the felling, trimming, and cutting of trees into
sections and removal. Areas of light brush, shrubs, and other vegetation
that can be cut with a brush, scythe, or mowing machine shall not be measured
for clearing as this work shall be considered incidental for bid items
associated with earthwork.
1.3
EXECTUTION
1.3.1
Trees
Trees, including stumps to a minimum depth of one foot below grade or as
necessary to provide access for repairs, shall be carefully removed to avoid
damage to surrounding areas where the repairs are being done. As soon as
repairs are complete, the area shall be backfilled and made to match
surrounding surface conditions (turf if necessary). The contractor shall
replace the trees during the first planting season that occurs after the
individual repair is made at a location to be determined by the Contracting
Officer. The planting season is 1 December to 15 March. When trees are
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planted, excavate 2 inches larger than the diameter of the root ball, and
deep enough to set the root ball no greater than 2 inches below grade.
Backfill with material excavated and shape to form a saucer 2 foot in
diameter and 4 inches deep to retain water during watering period. Apply a
layer of hardwood mulch 3-4 inches thick around the tree, 2 to 3 feet in
every direction, leaving a 2 to 3 inch space between the tree trunk and the
start of the mulch. Trees shall be watered four times at 7 day intervals.
Where removal of trees causes land disturbance activities that will not be
covered by asphalt or concrete, the disturbed areas shall be stabilized to
prevent erosion.
1.3.3 Disposal of Materials
Trees and stumps shall be brought to the Fort Hood Compost Center or as
otherwise directed by the Contracting Officer Representative.
Tree roots
shall be free of dirt.
Please see Specification 01042 (Environmental
Protection) for further details. Clearing debris (LCD) shall be taken to the
Fort Hood Compost Center for disposition.
Tree trunks and limbs shall not
exceed 4 feet in length. Root balls shall be free of dirt.
1.4
SUBMITTALS
Verifiable measurements of trees or acres of trees to be removed shall be
submitted for approval prior to the removal.
1.5
MEASUREMENT
1.5.1
Measured Clearing
Clearing shall be measured by the Contractor and shall be verifiable. The
measurements shall be submitted for approval prior to the accomplishment of
work.
1.5.1.1
Measured Acre Tree Removal
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Less than 3-inches in diameter - Measured per acre
1.6
PAYMENT
Payment for Clearing will be made at the contract unit price for bid Item
Clearing under the applicable sub - Item Measured Acre Tree Removal or by
diameter of individual tree under sub-item Measured Tree Removal.
---- END OF SECTION ----
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SECTION
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0010
CLEARING & Grubbing 3-Inch to 7-Inch Diameter
1.1
1.3
SUMMARY
Line Item:
0010
Clear & Grubb 3-Inch to 7-Inch Diameter
DEFINITIONS
1.2.1
Clearing
1.3
EXECTUTION
1.3.1
Trees
repairs are complete the area shall be backfilled and turfed. The contractor
shall replace the trees during the first planting season that occurs after
the individual repair is made at a location to be determined by the COR. The
planting season is 1 December to 15 March. When trees are planted, excavate
2 inches larger than the diameter of the root ball, and deep enough to set
the root ball no greater than 2 inches below grade. Backfill with material
excavated and shape to form a saucer 2 foot in diameter and 4 inches deep to
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retain water during watering period. Apply a layer of hardwood mulch 3-4
inches thick around the tree, 2 to 3 feet in every direction, leaving a 2 to
3 inch space between the tree trunk and the start of the mulch. Trees shall
be watered four times at 7 day intervals. Where removal of trees causes land
disturbance activities that will not be covered by asphalt or concrete, the
disturbed areas shall be stabilized to prevent erosion.
1.3.3
Disposal of Materials
otherwise directed as by the Contracting Officer Representative. Tree roots
1.4
SUBMITTALS
1.5
MEASUREMENT
1.5.1
Measured Clearing
work.
1.5.1.1
Measured Acre Tree Removal
3-inches to 7-inches in diameter - Measured Per Acre
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1.6
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PAYMENT
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SECTION
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0011
Tree Removal Per Tree 3 to 7 Inch Diameter
1.1
1.4
SUMMARY
Line Item:
0011
Per Tree 3 to 7 inch diameter
DEFINITIONS
1.2.1
Clearing
1.5
EXECTUTION
1.3.1
Trees
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1.3.3
1.4
SUBMITTALS
1.5
MEASUREMENT
1.5.1
Measured Clearing
work.
1.5.1.1
Measured Tree Removal - When scattered removal of trees will
prove less expensive for the Government, the Contractor shall submit for
approval verifiable measurements of individual trees for the measurement
categories below:
3 to 7-inches in diameter – Measured Per Tree (Each)
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1.6
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PAYMENT
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SECTION
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0012
Tree Removal Per Tree 8-Inch Or Larger Diameter
1.1
1.6
SUMMARY
Line Item:
0012 Per Tree 8-Inch or Larger Diameter
DEFINITIONS
1.2.1
Clearing
1.7
EXECTUTION
1.3.1
Trees
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1.3.2 Shrubs
Shrubs shall be carefully removed and protected while the repairs are being
done. As soon as repairs are complete shrubs shall be replanted in the same
location using the same soil, and watered every other day for a period of 7
days.
1.3.3
1.4
SUBMITTALS
1.5
MEASUREMENT
1.5.1
Measured Clearing
work.
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1.5.1.1
Measured Tree Removal: When scattered removal of trees will
prove less expensive for the Government, the Contractor shall submit for
approval verifiable measurements of individual trees for the measurement
categories below :
8-Inches Or Larger In Diameter - Measured Per Tree (Each)
1.6
PAYMENT
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SECTION 0013
Compacted Fill Material (Importing from Off-Site)
Description:
by hauling.
PART 1
1.1
This line item includes relocation of material to job site
GENERAL
SUMMARY
Line Item:
1.2
0013
Fill Material
REFERENCES
extent referenced.
The publications are referred to in the text by basic
designation only.
Fort Hood Soil Mining SOP
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM C 136
(1996) Sieve Analysis of Fine and Coarse
Aggregates
ASTM D 422
(1963; R 1990) Particle-Size Analysis of
Soils
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1.3
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ASTM D 1140
(1997) Amount of Material in Soils Finer
than the No. 200 (75-um) Sieve
ASTM D 1556
(1990; R 1996) Density of Soil In Place by
the Sand-Cone Method
ASTM D 1557, Method C
(1998) Moisture-Density Relations of Soils
and Soil-Aggregate Mixtures
ASTM D 2167
(1994) Density and Unit Weight of
In-Place by the Rubber Ballon Method
ASTM D 2487
(1998)
Classification
Engineering Purposes
ASTM D 2922
(1996) Density of Soil and Soil-Aggregate
In Place by Nuclear Methods (Shallow
Depth)
ASTM D 2937
(1994) Density of Soil in Place by the
Drive-Cylinder Method
ASTM D 3017
(1988; R 1993) Moisture Content of Soil
and oil-Aggregate In Place by Nuclear
Methods (Shallow Depth)
ASTM D 4318
(1998) Liquid Limit, Plastic
Plasticity Index of Soils
of
Soils
Soil
for
Limit,
and
MEASUREMENT
1.3.1
Compacted Fill
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The unit of measurement for fill will be the cubic yard. The measurement
will not include the yardage of subgrade material or other material that is
scarified or plowed and reused in-place by road mixing or other similar
in-place method of operation.
1.3.2
Subsidiary Obligations
The following operations and construction will not be measured for direct
payment, but will be considered subsidiary obligations of the contractor,
and will be covered under the contract unit prices for the construction
involved.
1.3.3
Water
Water used for wetting materials during construction in connection with
compaction of embankments and fills will be covered under the contract unit
prices per cubic yard for excavation or fill.
1.3.4
Existing Service Lines and Utility Structures
Safeguarding, supporting if necessary, and protecting from damage existing
service lines and utility structures known to the contractor and to be
retained will be covered under the contract unit prices per cubic yard for
fill.
1.3.5
Raw Subgrade Preparation
Raw subgrade preparation including dressing, shaping, wetting, aerating, and
compacting of the subgrade will be measured by the square yard under SECTION
0017 COMPACTION/ PREPARATION/ REPAIR OF SUBGRADE.
1.4
PAYMENT
1.4.1
Compacted Fill
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Compacted fill material will be paid for by the cubic yard. This payment
will constitute full compensation for all labor, equipment, tools, supplies,
and incidentals necessary to complete the work.
1.4.2
Raw subgrade preparation, including dressing, shaping, wetting, aerating and
compacting will be paid for at the contract unit price per square yard for
SECTION 0017 COMPACTION/ PREPARATION/ REPAIR OF SUBBGRADE.
This payment
will constitute full compensation for all labor, equipment, tools, supplies,
and incidentals necessary to complete the work.
1.4.3
Sampling and Testing During Construction
Quality control sampling and testing during construction shall be performed
as specified in SECTION 0017 COMPACTION/ PREPARATION/ REPAIR OF SUBGRADE.
1.5
DEFINITIONS
1.5.1
Satisfactory Materials
Satisfactory materials shall comprise any materials classified by ASTM D
2487 as GW, GP, SW, GM, GC, SC, SP, SM, CL, and CH.
1.5.2
Unsatisfactory Materials
Unsatisfactory materials shall comprise any materials classified by ASTM D
2487 as Pt, OH and OL.
1.5.3
Cohesionless and Cohesive Materials
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Cohesionless materials include materials classified in ASTM D 2487 as GW,
GP, SW, and SP.
Cohesive materials include materials classified as GC, SC,
ML, CL, MH, and CH. Materials classified as GM and SM will be identified as
cohesionless only when the fines are non-plastic. Testing required for
classifying materials shall be in accordance with ASTM D 4318, ASTM C 136,
ASTM D 422, and ASTM D 1140.
1.5.4
Degree of Compaction
Degree of compaction required is expressed as a percentage of the maximum
density obtained by the test procedure presented in ASTM D 1557, Method C.
This will be abbreviated below as a percent of laboratory maximum density.
1.5.5
BLASTING
Blasting will not be permitted.
PART 2
PRODUCTS (Not Applicable)
PART 3
EXECUTION
3.1
COMPACTED FILL
Grading shall be in conformity with the typical sections shown and the
tolerances specified in paragraph "FINISHING."
3.2
SELECTION OF BORROW MATERIAL
Borrow material shall be selected to meet the requirements and conditions of
the particular fill or embankment for which it is to be used, for each
individual task order. Borrow material shall be obtained from the borrow areas
that are within reservation boundaries and specifically identified as borrow
pits by the Directorate of Public Works. The contractor shall, in addition to
obtaining a dig permit, complete a borrow material request form DPW Maintenance
Division, Roads and Grounds and submit to the COR for documentation and
approval prior to the excavation of borrow material. Borrow material, from
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approved areas on the installation, may be obtained without payment of
royalties.
Unless specifically provided, no borrow material(s) shall be
obtained within the limits of the project site without prior written approval
of the COR.
Necessary clearing, grubbing, satisfactory drainage, haul route(s) cleanness,
reclamation of borrow pits, and the disposal of debris thereon shall be
considered related operations of the borrow excavation and shall be performed
as required by the Contractor at no additional cost to the Government.
Additionally, any violation of the conditions set in Section 3.2 will lead to
the complete termination of access to borrow material from within the
installation boundaries and the contractor will be responsible to provide
borrow material from off-post for the contract negotiated price.
3.3
COMPACTED BACKFILL
All backfill, including backfill adjacent to any and all types of
structures, shall be placed and compacted to at least 90 percent laboratory
maximum density for cohesive materials or 95 percent laboratory maximum
density for cohesionless materials, in such a manner as to prevent wedging
action or eccentric loading upon or against any structure.
The material
shall be placed in successive horizontal layers of loose material not more
than 6 inches in depth.
Ground surface on which backfill is to be placed
shall be prepared as specified in paragraph "PREPARATION OF GROUND SURFACE
FOR FILL."
Compaction requirements for backfill materials shall also
conform to the applicable portions of paragraphs "PREPARATION OF GROUND
SURFACE FOR FILL," "FILL," and "SUBGRADE PREPARATION," below and Section
02222 EXCAVATION, TRENCHING, AND BACKFILLING FOR STORM DRAINAGE SYSTEMS.
Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired
rollers, vibratory compactors, or other approved equipment well suited to
the material being compacted.
3.4
PREPARATION OF GROUND SURFACE FOR FILL
Ground surface on which fill is to be placed shall be stripped of live,
dead, or decayed vegetation, rubbish, debris, and other unsatisfactory
material; plowed, disked, or otherwise broken up; pulverized; moistened or
aerated as necessary; thoroughly mixed; and compacted to at least 90 percent
laboratory maximum density for cohesive materials or 95 percent laboratory
maximum
density
for
cohesionless
materials.
Compaction
shall
be
accomplished by sheep’s foot rollers, pneumatic-tired rollers, vibratory
compactors, or other approved equipment well suited to the material being
compacted.
The prepared ground surface shall be scarified and moistened or
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aerated as required just prior to placement of embankment materials to
assure adequate bond between embankment material and the prepared ground
surface.
3.5
FILL
Fill shall be constructed from satisfactory materials free of organic or
frozen material and rocks with any dimension greater than 3 inches. The
material shall be placed in successive horizontal layers of loose material
not more than 6 inches in depth.
Each layer shall be spread uniformly on a
soil surface that has been moistened or aerated as necessary and scarified
or otherwise broken up in such a manner that the fill will bond with the
surface on which it is placed. After spreading, each layer shall be plowed,
disked, or otherwise broken up; moistened or aerated as necessary;
thoroughly mixed; and compacted to at least 90 percent laboratory maximum
density for cohesive materials or 95 percent laboratory maximum density for
cohesionless materials. Compaction requirements for the upper portion of
earth embankments forming subgrade for pavements shall be identical with
those requirements specified in paragraph "SUBGRADE PREPARATION." Compaction
shall be accomplished by sheep’s foot rollers, pneumatic-tired rollers,
vibratory compactors, or other approved equipment well suited to the type of
material being compacted.
3.6
SUBGRADE PREPARATION
3.6.1
Construction
Subgrade preparation shall conform to SECTION 0017 COMPACTION/ PREPARATION/
REPAIR OF SUBGRADE.
Subgrade shall be shaped to line, grade, and cross
section, and compacted as specified.
This operation shall include plowing,
disking, and any moistening or aerating required obtaining specified
compaction. Soft or otherwise unsatisfactory material shall be removed and
replaced with satisfactory excavated material or other approved material as
directed. Rock encountered in the cut section shall be excavated to a depth
of 6 inches below finished grade for the subgrade. Low areas resulting from
removal of unsatisfactory material or excavation of rock shall be brought up
to required grade with satisfactory materials, and the entire subgrade shall
be shaped to line, grade, and cross section and compacted as specified.
After rolling, the surface of the subgrade for roadways shall not show
deviation greater than 3/8 inch when tested with a 10-foot straightedge
applied both parallel and at right angles to the centerline of the area.
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3.6.2
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Compaction
Compaction shall be accomplished by sheep’s foot rollers, pneumatic-tired
rollers vibratory compactors, or other approved equipment well suited to the
type of material being compacted.
3.6.2.1 Subgrade for Pavements - Subgrade for pavements shall be compacted
to at least 90 percent laboratory maximum density for cohesive materials or
95 percent laboratory maximum for cohesionless materials.
3.6.2.3 Subgrade for Shoulders - Subgrade for shoulders shall be compacted
to the same density requirements as subgrade for pavements.
3.7
FINISHING
The surface of all excavations, embankments, and subgrades shall be finished
to a smooth and compact surface in accordance with the lines, grades, and
cross sections or elevations shown.
The degree of finish for all graded
areas shall be within 0.1 foot of the grades and elevations indicated except
that the degree of finish for subgrades shall be specified in paragraph
"SUBGRADE PREPARATION" above.
Gutters and ditches shall be finished in a
manner that will result in effective drainage.
3.8
TESTING
Testing shall be the responsibility of the Contractor and shall be performed
at no additional cost to the Government. The first inspection shall be at the
expense of the Government. Cost incurred for any subsequent inspections
required because of failure of the first inspection will be charged to the
Contractor. Field in place density shall be determined in accordance with ASTM
D 1556 or ASTM D 2922. When ASTM D 2922 is used, the calibration curves shall
be checked and adjusted using only the sand cone method as described in ASTM D
1556. ASTM D 2922 results in a wet unit weight of soil and when using this
method ASTM D 3017 shall be used to determine the moisture
content of
the soil. The calibration curves furnished with the moisture
gauges
shall
also
be
checked
along
with
density
calibration
checks
as
described in ASTM D 3017, the calibration checks of both the density and
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moisture gauges shall be made at the beginning of a job on each different
type of material encountered and in intervals as directed by the Contracting
Officer. ASTM D 2937, the Drive Cylinder Method shall be used only for soft,
fine-grained,
cohesive
soils.
Within
72
hours
of
conclusion
of
physical tests, 2 copies of test results, including calibration curves and
results of calibration tests, shall be furnished to the Contracting Officer.
When test results indicate, as determined by the Contracting Officer, that
compaction is not as specified, the material shall be removed, replaced and
recompacted to meet specification requirements, at no additional expense to
the Government. Tests on recompacted areas shall be performed to determine
conformance with specification requirements. Inspections and test results
shall be certified by a registered professional civil engineer. These
certifications shall state that the tests and observations were performed by
or under the direct supervision of the engineer and that the results are
representative of the materials or conditions being certified by the tests.
The following number of tests, if performed at the appropriate time, will be
the minimum acceptable for each type operation.
3.9
SUBMITTALS SAMPLING & TESTING GUIDE
See specification section 01300 Submittals and below.
3.10
FILL AND BACKFILL MATERIAL GRADATION
One test per every Laboratory Density test. Gradation of fill and backfill
material shall be determined in accordance with ASTM C 136, ASTM D 422, or
ASTM D 1140.
3.11
IN-PLACE DENSITIES
3.11.1
One test per 1000 square yards or fraction thereof, of each lift of
fill, or backfill, or subgrade areas compacted by other than hand-operated
machines.
3.11.2
One test per 2000 square feet, or fraction thereof, of each lift of
fill or backfill areas compacted by hand-operated machines.
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3.12
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OPTIMUM MOISTURE AND LABORATORY MAXIMUM DENSITY
Minimum frequency of one test per 10,000 cubic yards. Tests shall be made
for each type material or source of material including borrow material to
determine the optimum moisture and laboratory maximum density values.
One
representative test when any change in material occurs which may affect the
optimum moisture content or laboratory maximum density.
3.13
PLASTICITY INDEX
Test method ASTM D 4318, one test per Laboratory Density.
3.14
TOLERANCE TESTS FOR SUBGRADES
Continuous checks on the degree of finish specified in paragraph "SUBGRADE
PREPARATION" shall be made during construction of the subgrade.
3.15
SUBGRADE AND EMBANKMENT PROTECTION
During construction, embankments and excavations shall be kept shaped and
drained.
Ditches and drains along subgrade shall be maintained in such a
manner as to drain effectively at all times.
The finished subgrade shall
not be disturbed by traffic or other operation and shall be protected and
maintained by the Contractor in a satisfactory condition until subbase,
base, or pavement is placed. The storage or stockpiling of materials on the
finished subgrade will not be permitted.
No subbase, base course, or
pavement shall be laid until the subgrade has been checked and approved, and
in no case shall subbase, base, surfacing, or pavement be placed on a muddy,
spongy, or frozen subgrade.
--- End of Section ---
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SECTION 0014
Excavation (Haul off-site)
Description - This line item includes relocation of material from the job
site by hauling.
PART 1
1.1
GENERAL
SUMMARY
This section covers the following line items:
Line Item:
1.2
0014
Excavation (Hauling Off Site)
REFERENCES
extent referenced.
designation only.
ASTM C 136
(1996) Sieve Analysis of Fine
and Coarse Aggregates
ASTM D 422
(1963; R 1990) Particle-Size Analysis
of Soils
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ASTM D 1140
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(1997) Amount of Material in
Soils Finer than the No. 200 (75-um)
Sieve
ASTM D 1556
(1990;
R
1996)
Density
of
Place by the Sand-Cone Method
Soil
In
(1998) Moisture-Density Relations of
Soils and Soil-Aggregate Mixtures
ASTM D 2167
Soil In-Place by the Rubber Ballon
Method
ASTM D 2487
(1998) Classification of Soils for
ASTM D 2922
(1996) Density of Soil and
Soil-Aggregate In Place by Nuclear
ASTM D 2937
(1994) Density of Soil in Place by
the Drive-Cylinder Method
ASTM D 3017
(1988;
R
1993)
Moisture
Content
of
Soil and oil-Aggregate In Place by Nuclear
ASTM D 4318
Limit,
and
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1.3
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MEASUREMENT
1.3.1
Excavation
The unit of measurement for excavation will be the cubic yard. Excavation to
be paid for will be the number of cubic yards excavated. The measurement
will include the excavation below grade of unsatisfactory material where
ordered and selected backfill ordered as replacement.
Measurement will not
include yardage excavated without authorization or yardage of materials used
for purposes other than those specified or directed. Yardage of overburden
stripped from borrow pits, unless used as borrow material, will not be paid
for.
The measurement will not include the yardage of subgrade material or
other material that is scarified or plowed and reused in-place by road
mixing or other similar in-place method of operation. All excavated and
backfilled areas that are not covered by asphalt or concrete shall be
stabilized to prevent erosion.
1.3.2
involved.
1.3.2.1
Topsoil (Resulting from excavation)- Unless otherwise specified,
the separate excavation, hauling, and piling of topsoil where directed and
miscellaneous related operations will be covered under the contract unit
prices per cubic yard for excavation.
1.3.2.2
Existing Service Lines and Utility Structures - Safeguarding,
supporting if necessary, and protecting from damage existing service lines
and utility structures known to the contractor and to be retained will be
covered under the contract unit prices per cubic yard for excavation or
fill.
1.4
PAYMENT
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Excavation will be paid for at the contract unit prices per cubic yard for
excavation.
This payment will constitute full compensation for all labor,
hauling, equipment, tools, supplies, and incidentals necessary to complete
the work.
1.5
CLASSIFICATION OF EXCAVATION
No consideration will be given to the nature of the materials, and all
excavation will be designated as unclassified excavation.
1.6
BLASTING
1.7
UTILIZATION OF EXCAVATED MATERIALS
All unsatisfactory materials removed from excavations shall be disposed of
at the Fort Hood Inert Material Landfill located near the vicinity of the
Fort Hood Land Field on Turkey Run Road. Satisfactory material removed from
excavations shall be used, insofar as practicable, in the construction of
fills, embankments, subgrades, shoulders, bedding (as backfill), and for
similar purposes.
Satisfactory material cannot be incorporated into
another site location governed by another task order without specific
written
authorization
by
the
Contracting
Officer
Representative.
Satisfactory material authorized to be wasted shall be disposed of in
accordance with division 1 requirements.
No excavated material shall be
disposed of in such a manner as to
obstruct the flow of any stream,
endanger a partly finished structure,
impair the efficiency or
appearance of any structure, or be detrimental to
the completed work in any
way.
PART 2
PART 3
EXECUTION
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3.1
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STRIPPING OF TOPSOIL
Where indicated or directed, topsoil shall be removed without contamination
with subsoil.
Topsoil shall be spread on areas already graded and prepared
for topsoil, or when so specified topsoil shall be transported and deposited
in stockpiles convenient to areas that are to receive application of the
topsoil later, or at locations indicated or specified. Topsoil shall be kept
separate from other excavated materials, brush, litter, objectionable weeds,
roots, stones larger than 1 inch in diameter, and other undesirable
materials.
3.2
EXCAVATION
The Contractor shall perform excavation of every type of material
encountered within the limits of the project, to the lines, grades, and
elevations indicated and as specified herein.
Grading shall be in
conformity with the typical sections shown and the tolerances specified in
paragraph
"FINISHING."
Satisfactory
excavated
materials
shall
be
transported to and placed in fill or embankment within the limits of the
work. Unsatisfactory materials encountered within the limits of the work
shall be excavated below grade and replaced with satisfactory materials as
directed.
Surplus satisfactory and unsatisfactory excavated material shall
be disposed of in accordance with division 1 requirements. During construction,
excavation and fill shall
be performed in a manner and sequence that will
provide proper drainage at
all times.
3.2.1
Ditches, Gutters, and Channel Changes
Excavation of ditches, gutters, and channel changes shall be accomplished by
cutting accurately to the cross sections, grades, and elevations shown. Care
shall be taken not to excavate ditches and gutters below grades shown.
Excessive open ditch or gutter excavation shall be backfilled with
satisfactory thoroughly compacted material or with suitable stone or cobble
to grades shown at no additional cost to the Government. Material excavated
shall be disposed of as shown or as directed, except that in no case shall
material be deposited less than 4 feet from the edge of a ditch. The
Contractor shall maintain all excavations free from detrimental quantities
of leaves, brush, sticks, trash, and other debris until final acceptance of
the work.
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3.2.2
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Drainage Structures
Excavations shall be made accurately to the lines, grades, and elevations
shown or as directed.
Trenches and foundation pits shall be of sufficient
size to permit the placement and removal of forms for the full length and
width of structure footings and foundations as shown. Rock or other hard
foundation material shall be cleaned of loose debris and cut to a firm
surface either level, stepped, or serrated, as shown or as directed. Loose
disintegrated rock and thin strata shall be removed.
When concrete or
masonry is to be placed in an excavated area, special care shall be taken
not to disturb the bottom of the excavation.
Excavation to the final grade
level shall not be made until just before the concrete or masonry is to be
placed.
3.3
FINISHING
3.4
3.5
drained.
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SECTION 0015
CUT & COMPACTED FILL MATERIAL (Earthwork Material Stays On-Site)
Description - This line item includes relocation of material on job site by
the means of cutting and filling. (No off-site hauling)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0015
Cut & Compacted Fill Material
REFERENCES
extent referenced.
designation only.
Fort Hood Soil Mining SOP
ASTM C 136
(1996) Sieve Analysis of Fine and Coarse
Aggregates
ASTM D 422
Soils
ASTM D 1140
(1997) Amount of Material in Soils Finer
than the No. 200 (75-um)Sieve
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ASTM D 1556
(1990; R 1996) Density of Soil In Place
by the Sand-Cone Method
(1998)
Moisture-Density
Relations
ASTM D 2167
ASTM D 2487
of
Soil
1.3
ASTM D 2922
(1996) Density of Soil and Soil-Aggregate
In Place by Nuclear Methods (Shallow
Depth)
ASTM D 2937
(1994) Density of Soil in Place by the
Drive-Cylinder Method
ASTM D 3017
(1988; R 1993) Moisture Content of Soil
and oil-Aggregate In Place by Nuclear
ASTM D 4318
Limit,
and
MEASUREMENT
1.3.1
Excavation and Compacted Fill
a. Each lift must pass a compaction test. Prior to proceeding with the next
lift and after the COR’s approval.
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The unit of measurement for excavation and compacted fill will be the cubic
yard. Excavation to be paid for will be the number of cubic yards excavated.
The measurement will include the excavation below grade of unsatisfactory
material where ordered and selected backfill ordered as replacement.
Measurement will not include yardage excavated without authorization or
yardage of materials used for purposes other than those specified or
directed. Yardage of overburden stripped from borrow pits, unless used as
borrow material, will not be paid for. The measurement will not include the
yardage of subgrade material or other material that is scarified or plowed
and reused in-place by road mixing or other similar in-place method of
operation.
All excavated and backfilled areas that are not covered by
asphalt or concrete shall be stabilized to prevent erosion.
1.3.2
involved.
1.3.2.1
Topsoil (Resulting from excavation) - Unless otherwise specified,
the separate excavation, hauling, and piling of topsoil where directed and
miscellaneous related operations will be covered under the contract unit
prices per cubic yard for excavation.
1.3.2.2
Water used for wetting materials during construction in connection
with compaction of embankments and fills will be covered under the contract
unit prices per cubic yard for excavation and fill.
1.3.2.3
Existing Service Lines and Utility Structures - Safeguarding,
supporting if necessary, and protecting from damage existing service lines
and utility structures known to the contractor and to be retained will be
covered under the contract unit prices per cubic yard for excavation or
fill.
1.3.2.4
Raw Subgrade Preparation - Raw subgrade preparation including
dressing, shaping, wetting, aerating, and compacting of the subgrade will be
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measured by the square yard under SECTION 0017 COMPACTION/PREPARATION/REPAIR
OF SUBGRADE.
1.4
PAYMENT
1.4.1
Excavation and Compacted Fill
Excavation will be paid for at the contract unit prices per cubic yard for
fill and/or excavation.
This payment will constitute full compensation for
all labor, equipment, tools, supplies, and incidentals necessary to complete
the work.
1.4.2
Raw subgrade preparation, including dressing, shaping, wetting, aerating and
compacting will be paid for at the contract unit price per square yard for
SECTION 0017 COMPACTION/ PREPARATION/ REPAIR OF SUBGRADE.
This payment will
constitute full compensation for all labor, equipment, tools, supplies, and
incidentals necessary to complete the work.
1.5
DEFINITIONS
1.5.1
Satisfactory materials shall comprise any materials classified by ASTM D
2487 as GW, GP, SW, GM, GC, SC, SP, SM, CL, and CH.
1.5.2
Unsatisfactory materials shall comprise any materials classified by ASTM D
2487 as Pt, OH and OL.
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1.5.3
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Cohesionless materials include materials classified in ASTM D 2487 as GW,
GP, SW, and SP.
Cohesive materials include materials classified as GC, SC,
ML, CL, MH, and CH. Materials classified as GM and SM will be identified as
cohesionless only when the fines are nonplastic. Testing required for
classifying materials shall be in accordance with ASTM D 4318, ASTM C 136,
ASTM D 422, and ASTM D 1140.
1.5.4
This will be abbreviated below as a percent of laboratory maximum density.
1.6
CLASSIFICATION OF EXCAVATION
No consideration will be given to the nature of the materials, and all
excavation will be designated as unclassified excavation.
1.7
BLASTING
1.8
UTILIZATION OF EXCAVATED MATERIALS
All unsatisfactory materials removed from excavations shall be disposed of
at the Fort Hood Inert Material Landfill located near the vicinity of the
Fort Hood Land Field on Turkey Run Road. Satisfactory material removed from
excavations shall be used, insofar as practicable, in the construction of
fills, embankments, subgrades, shoulders, bedding (as backfill), and for
similar purposes. Satisfactory material cannot be incorporated into another
site location governed by another task order without specific written
authorization
by
the
Contracting
Officer
Representative.Satisfactory
material authorized to be wasted shall be disposed of in designated areas
approved for surplus material storage or designated waste areas on the Fort
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Hood Reservation as directed by the Contracting Officer Representative.
Newly designated waste areas on Government-controlled land shall be cleared
and grubbed before disposal of waste material thereon.
No excavated
material shall be disposed of in such a manner as to obstruct the flow of
any stream, endanger a partly finished structure, impair the efficiency or
appearance of any structure, or be detrimental to the completed work in any
way.
PART 2
PART 3
EXECUTION
3.1
STRIPPING OF TOPSOIL
Where indicated or directed, topsoil shall be removed without contamination
with subsoil.
Topsoil shall be spread on areas already graded and prepared
for topsoil, or when so specified topsoil shall be transported and deposited
in stockpiles convenient to areas that are to receive application of the
topsoil later, or at locations indicated or specified. Topsoil shall be kept
separate from other excavated materials, brush, litter, objectionable weeds,
roots, stones larger than 1 inch in diameter, and other undesirable
materials.
3.2
EXCAVATION
The Contractor shall perform excavation of every type of material
encountered within the limits of the project, to the lines, grades, and
elevations indicated and as specified herein.
Grading shall be in
conformity with the typical sections shown and the tolerances specified in
paragraph
"FINISHING."
Satisfactory
excavated
materials
shall
be
transported to and placed in fill or embankment within the limits of the
work. Unsatisfactory materials encountered within the limits of the work
shall be excavated below grade and replaced with satisfactory materials as
directed.
Surplus satisfactory excavated material not required for fill or
embankment shall be disposed of in areas approved for surplus material
storage or designated waste areas. Unsatisfactory excavated material shall
be disposed of in designated waste or spoil areas. During construction,
excavation and fill shall be performed in a manner and sequence that will
provide proper drainage at all times. Material required for fill or
embankment in excess of that produced by excavation within the grading
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limits shall be excavated from the borrow areas indicated
approved areas selected by the Contractor as specified herein.
3.2.1
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or
from
other
Ditches, Gutters, and Channel Changes
Excavation of ditches, gutters, and channel changes shall be accomplished by
cutting accurately to the cross sections, grades, and elevations shown. Care
shall be taken not to excavate ditches and gutters below grades shown.
Excessive open ditch or gutter excavation shall be backfilled with
satisfactory thoroughly compacted material or with suitable stone or cobble
to grades shown at no additional cost to the Government. Material excavated
shall be disposed of as shown or as directed, except that in no case shall
material be deposited less than 4 feet from the edge of a ditch. The
Contractor shall maintain all excavations free from detrimental quantities
of leaves, brush, sticks, trash, and other debris until final acceptance of
the work.
3.2.2
Drainage Structures
Excavations shall be made accurately to the lines, grades, and elevations
shown or as directed.
Trenches and foundation pits shall be of sufficient
size to permit the placement and removal of forms for the full length and
width of structure footings and foundations as shown. Rock or other hard
foundation material shall be cleaned of loose debris and cut to a firm
disintegrated rock and thin strata shall be removed.
When concrete or
masonry is to be placed in an excavated area, special care shall be taken
not to disturb the bottom of the excavation.
Excavation to the final grade
level shall not be made until just before the concrete or masonry is to be
placed.
3.3
SELECTION OF BORROW MATERIAL
Borrow material shall be selected to meet the requirements and conditions of
the particular fill or embankment for which it is to be used for each task
order.
Borrow material shall be obtained from the borrow areas within
reservation boundaries and within a 10-mile radius of the site.
Borrow
material from approved sources on Government-controlled land may be obtained
without payment of royalties.
Unless specifically provided, no borrow shall
be obtained within the limits of the project site without prior written
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approval. Before removing any material the Contractor shall apply for and
obtain a Dig Permit in accordance with the Soil Mining SOP.
Necessary clearing, grubbing, and satisfactory drainage of borrow pits and
the disposal of debris thereon shall be considered related operations to the
borrow excavation and shall be performed by the Contractor at no additional
cost to the Government.
3.4
OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS
Except as otherwise permitted, borrow pits and other excavation areas shall
be excavated in such manner as will afford adequate drainage. Overburden and
other spoil material shall be transported to designated spoil areas or
otherwise disposed of as directed.
Borrow pits shall be neatly trimmed and
drained after the excavation is completed.
The Contractor shall ensure that
excavation of any area, operation of borrow pits, or dumping of spoil
material results in minimum detrimental effects on natural environmental
conditions.
3.5
COMPACTED BACKFILL
All backfill, including backfill adjacent to any and all types of
structures, shall be placed and compacted to at least 90 percent laboratory
maximum density for cohesive materials or 95 percent laboratory maximum density
for cohesionless materials, in such a manner as to prevent wedging action or
eccentric loading upon or against any structure. The material shall be placed
in successive horizontal layers of loose material not more than 6 inches in
depth. Ground surface on which backfill is to be placed shall be prepared as
specified in paragraph "PREPARATION OF GROUND SURFACE FOR FILL." Compaction
requirements for backfill materials shall also conform to the applicable
portions of paragraphs "PREPARATION OF GROUND SURFACE FOR FILL," "FILL," and
"SUBGRADE PREPARATION," below and Section 02222 EXCAVATION, TRENCHING, AND
BACKFILLING FOR STORM DRAINAGE SYSTEMS. Compaction shall be accomplished by
sheepsfoot rollers, pneumatic-tired rollers, vibratory compactors, or other
approved equipment well suited to the material being compacted.
3.6
PREPARATION OF GROUND SURFACE FOR FILL
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Ground surface on which fill is to be placed shall be stripped of live,
dead, or decayed vegetation, rubbish, debris, and other unsatisfactory
material; plowed, disked, or otherwise broken up; pulverized; moistened or
aerated as necessary; thoroughly mixed; and compacted to at least 90 percent
maximum
density
for
cohesionless
materials.
Compaction
shall
be
accomplished by sheepsfoot rollers, pneumatic-tired rollers, vibratory
compactors, or other approved equipment well suited to the material being
compacted.
The prepared ground surface shall be scarified and moistened or
aerated as required just prior to placement of embankment materials to
assure adequate bond between embankment material and the prepared ground
surface.
3.7
FILL
Fill shall be constructed from satisfactory materials free of organic or
frozen material and rocks with any dimension greater than 3 inches. The
material shall be placed in successive horizontal layers of loose material
not more than 6 inches in depth.
Each layer shall be spread uniformly on a
soil surface that has been moistened or aerated as necessary and scarified
or otherwise broken up in such a manner that the fill will bond with the
surface on which it is placed. After spreading, each layer shall be plowed,
disked, or otherwise broken up; moistened or aerated as necessary;
thoroughly mixed; and compacted to at least 90 percent laboratory maximum
density for cohesive materials or 95 percent laboratory maximum density for
cohesionless materials.
Compaction requirements for the upper portion of
earth embankments forming subgrade for pavements shall be identical with
those requirements specified in paragraph "SUBGRADE PREPARATION." Compaction
shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers,
vibratory compactors, or other approved equipment well suited to the
type
of material being compacted.
3.8
3.8.1
Construction
Subgrade preparation shall conform to SECTION 0017 COMPACTION/PREPARATION/
REPAIR OF SUBGRADE.
Subgrade shall be shaped to line, grade, and cross
section, and compacted as specified.
This operation shall include plowing,
disking, and any moistening or aerating required to obtain specified
compaction.
Soft or otherwise unsatisfactory material shall be removed and
replaced with satisfactory excavated material or other approved material as
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directed. Rock encountered in the cut section shall be excavated to a depth
of 6 inches below finished grade for the subgrade. Low areas resulting from
removal of unsatisfactory material or excavation of rock shall be brought up
to required grade with satisfactory materials, and the entire subgrade shall
be shaped to line, grade, and cross section and compacted as specified.
After rolling, the surface of the subgrade for roadways shall not show
deviation greater than 3/8 inch when tested with a 10-foot straightedge
applied both parallel and at right angles to the centerline of the area.
3.8.2
Compaction
Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired
rollers vibratory compactors, or other approved equipment well suited to the
type of material being compacted.
3.8.2.1
Subgrade for Pavements shall be compacted to at least 90 percent
maximum for cohesionless materials.
3.8.2.3
Subgrade for Shoulders shall be compacted to the same density
requirements as subgrade for pavements.
3.9
FINISHING
3.10
TESTING
at no additional cost to the Government. The first inspection shall be at
the expense of the Government. Cost incurred for any subsequent Inspections
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required because of failure of the first inspection will be charged to the
Contractor. Field in-place density shall be determined in accordance with
ASTM D 1556 or ASTM D 2922. When ASTM D 2922 is used, the calibration curves
shall be checked and adjusted using only the sand cone method as described
in ASTM D 1556. ASTM D 2922 results in a wet unit weight of soil and when
using this method ASTM D 3017 shall be used to determine the moisture
content of the soil. The calibration curves furnished with the moisture
gauges shall also be
checked along with density calibration checks as
described in ASTM D 3017, the calibration checks of both the density and
moisture gauges shall be made at the beginning of a job on each different
type of material encountered and in intervals as directed by the Contracting
Officer. ASTM D 2937, the Drive Cylinder Method shall be used only for
soft, fine-grained, cohesive soils.
Within 72 hours of conclusion of
physical tests, 2 copies of test results, including calibration curves and
results of calibration tests, shall be furnished to the Contracting Officer.
When test results indicate, as determined by the Contracting Officer, that
compaction is not as specified, the material shall be removed, replaced and
recompacted to meet specification requirements, at no additional expense to
the Government. Tests on recompacted areas shall be performed to determine
conformance with specification requirements. Inspections and test results
shall be certified by a registered professional civil engineer. These
certifications shall state that the tests and observations were performed by
or under the direct supervision of the engineer and that the results are
representative of the materials or conditions being certified by the tests.
The following number of tests, if performed at the appropriate time, will be
the minimum acceptable for each type operation.
3.11
3.11.1
Fill and Backfill Material Gradation
a. Each lift must pass a compaction test before additional lifts are added. No
stair stepping will be allowed for testing unless pre-approved by the COR.
One test per every Laboratory Density test. Gradation of fill and backfill
material shall be determined in accordance with ASTM C 136, ASTM D 422, or
ASTM D 1140.
3.11.2
In-Place Densities
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3.11.2.1
One test per 1000 square yards or fraction thereof, of each lift
of
fill,
or
backfill,
or
subgrade
areas
compacted
by
other
than
hand-operated machines.
3.11.2.2
One test per 2000 square feet, or fraction thereof, of each lift
of fill or backfill areas compacted by hand-operated machines.
3.11.3
Optimum Moisture and Laboratory Maximum Density
Minimum frequency of one test per 10,000 cubic yards. Tests shall be made
for each type material or source of material including borrow material to
determine the optimum moisture and laboratory maximum density values.
One
representative test when any change in material occurs which may affect the
optimum moisture content or laboratory maximum density.
3.11.4
Plastricity Index
Test method ASTM D 4318, one test per Laboratory Density.
3.11.5
Tolerance Tests for Subgrades
Continuous checks on the degree of finish specified in paragraph "SUBGRADE
PREPARATION" shall be made during construction of the subgrades.
3.12
drained.
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SECTION 0016
REPROCESS EXISTING AGGREGATE FLEX BASE
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0016
REPROCESS EXISTING AGGREGATE FLEX BASE
REFERENCES
extent referenced.
designation only.
ASTM D 1556
(1990; R 1996) Density of Soil In-Place
ASTM D 2167
(1994) Density and Unit Weight of Soil
ASTM D 2922
(1996) Density of Soil and Soil
Aggregate In-Place by Nuclear Methods
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(Shallow Depth)
ASTM D 3017
(1996) Moisture Content of Soil and
Soil-Aggregate In-Place by Nuclear Methods
(Shallow Depth)
1.3
MEASUREMENT, PAYMENT, AND DEFINITION
1.3.1 COMPACTION, FINE GRADING, PREPARATION, AND REPAIR OF SUBGRADE
The unit of measure for the compaction, fine grading, preparation, and
repair of subgrade shall be square yards.
Payment shall be at the contract
unit price per square yard. The Measurement will not include compaction for
fill material.
This section does however specify how fill material (for
shoulder and sub-bases) and flex base are to be compacted and how to test
compaction.
1.3.2 DEFINITION
Degree of Compaction - The degree of compaction required is expressed as a
percentage of the maximum density obtained by the test procedures presented
in ASTM D 1557, Method C.
1.4
WORK
The work specified herein consists of the construction, compaction, repair,
or preparation of REPROCESSING EXISTING AGGREGATE FLEX BASE.
1.5
SUBMITTALS
The following
SUBMITTALS:
shall
be
submitted
in
accordance
with
Section
01300
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Test Reports
Copies of field test results shall be submitted within 72 hours after
the tests are performed.
A note shall be made regarding field test
results on the Daily Construction Quality Control Report on the day
that the tests were performed and submitted to the Contracting Officer.
Calibration curves and related test results shall be submitted prior to
using the device or equipment being calibrated.
1.6
WEATHER LIMITATIONS
Base, subbase, and shoulders shall not be constructed when the atmospheric
temperature is less than 35 degrees F.
Base shall not be constructed on
subgrades that are frozen or contain frost.
If the temperature falls below
35 degrees F., completed areas shall be protected against any detrimental
effects of freezing.
Areas of completed base, subbase or shoulders damaged
by freezing, rainfall, or other weather conditions shall be corrected to
meet specified requirements.
1.7
PLANT, EQUIPMENT, MACHINES, AND TOOLS
1.7.1
Plant, equipment, machines, and tools used in the work shall be subject to
approval and shall be maintained in satisfactory working condition at all
times.
Other compacting equipment may be used in lieu of that specified,
where it can be demonstrated that the results are equivalent.
1.7.1.1
Steel Wheeled Rollers - The Contractor shall obtain written
approval from the Contracting Officer prior to using a steel-wheeled roller.
Approval is required for every site location.
The steel-wheeled roller can
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only be used for finish work and not for compaction purposes. The use of
vibratory rollers is prohibited.
1.7.1.2
Heavy Pneumatic Tired Rollers shall have four or more tires, each
loaded to a minimum of 30,000 pounds and inflated to a minimum pressure of
150 psi.
The loading shall be equally distributed to all wheels, and the
tires shall be uniformly inflated.
Towing equipment shall also be pneumatic
tired.
1.7.1.3
Light Pneumatic Tired Rollers shall be self-propelled or towed and
shall consist of two axles on which are mounted not less than nine pneumatic
tired wheels in such manner that the rear group of tires will not follow in
the tracks of the forward group.
Axles shall be mounted in a rigid frame
provided with a loading platform or body suitable for ballast loading.
Tires shall be uniformly inflated.
Each tire shall be capable of being
loaded to 10,000 pounds and inflated to a tire pressure of 50 psi.
The
towing equipment shall also be pneumatic tired.
1.7.1.4
Mechanical Spreader shall be self-propelled or attached to a
propelling unit capable of moving the spreader and material truck.
The
device shall be steerable and shall have variable speeds forward and
reverse.
The spreader and propelling unit shall be carried on tracks,
rubber tires, or drum type steel rollers that will not disturb the
underlying material.
The spreader shall contain a hopper, an adjustable
screed, and outboard bumper rolls and be designed to have a uniform, steady
flow of material from the hopper.
The spreader shall be capable of laying
material without segregation across the full width of the lane to a uniform
thickness and to a uniform loose density so that when compacted, the layer
or layers shall conform to the thickness and grade requirements indicated.
1.7.1.5
Scarifiers shall have two rows of teeth with the teeth in each row
not more than eight inches apart.
Rows shall be staggered so that the path
of the teeth will not be more than four inches apart.
1.7.1.6
Sprinkling Equipment shall consist of tank trucks, pressure
distributors, or other approved equipment designed to apply controlled
quantities of water uniformly over variable widths of surface.
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1.7.1.7
Tampers shall be of an approved mechanical type, operated by either
pneumatic pressure or internal combustion, and shall have sufficient weight
and striking power to produce the compaction required.
1.7.1.8 Straightedge - The Contractor shall furnish and maintain at the site,
in good condition, one 10-foot straightedge for use in testing of the
finished surface.
Straightedge shall be made available for Government use.
Straightedge shall be constructed of aluminum or other lightweight metal and
shall have blades of box or box-girder construction with a flat bottom
reinforced to insure rigidity and accuracy. Straightedges shall have handles
to facilitate movement on pavement.
1.8
STOCKPILING MATERIALS
Materials, including approved material available from excavation and
grading, shall be stockpiled at designated locations.
Before stockpiling
material, storage sites shall be cleared, and sloped to drain. The location
shall properly maintain storm water run-off in accordance with SWPPP
requirements. Materials obtained from different sources shall be stockpiled
separately.
1.9
SAMPLING AND TESTING
Sampling and testing shall conform to SECTION 0022 FLEXIBLE BASE(COMPACTED).
1.10
Repair of existing aggregate open surface roads, including scarifying,
mixing, compaction, rolling, and finish shall be measured and paid for by
the square yard completed under the contract unit price for SECTION 0016
REPROCESS EXISTING AGGREGATE BASE.
Payment shall include all labor,
equipment tools, supplies, and incidentals necessary to complete the work
and compaction of material as required.
PART 2
MATERIALS
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Materials are specified in SECTION 0022 FLEXIBLE BASE.
PART 3
3.1
EXECUTION
When performing work under this section, the existing or previously
constructed layer shall be cleaned of loose and foreign matter by sweeping
with power sweepers or power brooms, except that hand brooms may be used in
areas where power cleaning is not practical.
Adequate drainage shall be
provided during the entire period of construction to prevent water from
collecting or standing on the area to be stabilized. Line and grade stakes
shall be provided to as necessary for control. Grade stakes shall be in
lines parallel to the centerline of the area under construction and suitably
spaced for string lining.
3.2
REPAIR/PREPARE SHOULDERS AND REPROCESS EXISTING AGGREGATE BASE
3.2.1
Preparation
Prior to adding material to the existing shoulder or open surface, the in
place material shall be scarified to a depth of at least three inches.
Contractor furnished material shall then be added to provide final cross
sections as shown on the plans.
The Contractor shall perform at his own
expense all tests on the mixed product to allow compaction analysis.
3.2.2
Compaction and REPROCESS EXISTING AGGREGATE BASE
Compact each layer of aggregate material, maintaining optimum water content.
Compact and REPROCESS EXISTING AGGREGATE BASE to at least 100 percent of
laboratory maximum density.
Begin rolling at the outside edge of the
surface and proceed toward the center of the road, overlapping on successive
trips at least one-half the width of the roller. Alternate trips of the
roller shall be slightly different lengths. Speed of the roller shall be
such that displacement of the aggregate does not occur. Areas inaccessible
to rollers shall be compacted with mechanical tampers, and shall be shaped
and finished by hand methods. Unsatisfactory materials shall be reworked to
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produce satisfactory materials. Each lift must pass a compaction test before
additional lifts are added. No stair stepping will be allowed for testing
unless pre-approved COR.
3.2.3
Finish of Base Course
The surface of the top layer shall be finished to the grade and cross
section shown. Finished surface shall be of uniform texture. Light blading
during compaction may be necessary for the finished surface to conform to
the lines, grades, and cross sections.
If for any reason the surface
becomes rough, corrugated, uneven in texture, or traffic marked prior to
completion, such unsatisfactory portion shall be scarified, reworked,
recompacted,
or
replaced
as
directed
by
the
Contracting
Officer
Representative.
3.2.3.1
Smoothness - Surface of each layer shall show no deviations in
excess of 3/8 inch when tested with the 10 foot straightedge.
Deviations
exceeding this amount shall be corrected by removing material and replacing
with new material, or by reworking existing material and compacting to meet
the requirements above.
3.2.3.2
Thickness Control - Compacted thickness of the stabilized base
course shall be within 1/2 inch of the thickness indicated.
Where measured
thickness is more than 1/2 inch deficient, such areas shall be corrected by
scarifying, adding new material of proper gradation, reblading, and
recompacting as directed.
Where the measured thickness is more than 1/2
inch thicker than indicated, the course shall be considered as conforming to
the specified thickness requirements.
Average job thickness shall be the
average of all thickness measurements taken for the job, but shall be within
1/4 inch of the thickness indicated.
3.3
SUBMITTALS SAMPLING AND TESTING GUIDE
SEE SPECIFICATION SECTION 01300 Submittals and the following.
3.3.1
Field Density
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Field in-place density shall be determined in accordance with ASTM D 1556,
ASTM D 2167, or ASTM D 2922.
When ASTM D 2922 is used, the calibration
curves shall be checked, and adjusted if necessary, using the sand cone
method as described in paragraph "Calibration" of the ASTM publication.
ASTM D 2922 results in a wet unit weight of soil, and when using this
method, ASTM D 3017 shall be used to determine the moisture content of the
soil.
The calibration curves furnished with the moisture gauges shall be
checked along with density calibration checks as described ASTM D 3017. Inplace densities shall be tested at least once per lift per every 1,000
square yards of stabilized or unstabilized base aggregate material.
Calibration curves and calibration test results shall be furnished within 72
hours of conclusion of the tests.
3.3.2
Smoothness
Measurements for deviation from grade and cross section shown shall be taken
in successive positions parallel to the road centerline with the 10 foot
straightedge.
Measurements shall also be taken perpendicular to the road
centerline at 50 foot intervals.
3.3.3
Thickness
Thickness of the stabilized course shall be measured at intervals in such a
manner as to ensure one measurement for each 500 square yards of stabilized
course.
Measurements shall be made in 3-inch diameter test holes
penetrating the stabilized course.
3.4
TRAFFIC
Completed portions of the area may be opened to traffic, provided there is
no marring or distorting of the surface by traffic.
Heavy equipment shall
not be permitted except when necessary to construction, and then the area
shall be protected against marring or damage to the completed work.
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SECTION 0017
COMPACTION, FINE GRADING, PREPARATION, AND REPAIR OF SUBGRADE
(REPAIR/PREPARE SHOULDERS, SUBGRADES, SUBBASES (FILL MATERIAL), BASES, AND OPEN
SURFACES)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0017
FINE GRADING, PREPARATION, AND REPAIR OF SUBGRADE
REFERENCES
extent referenced.
designation only.
ASTM D 1556
(1990; R 1996) Density of Soil In-Place
ASTM D 2167
(1994) Density and Unit Weight of Soil
ASTM D 2922
(1996) Density of Soil and Soil
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Aggregate In-Place by Nuclear Methods
(Shallow Depth)
ASTM D 3017
(1996) Moisture Content of Soil and
Soil-Aggregate In-Place by Nuclear Methods
(Shallow Depth)
1.3
MEASUREMENT, PAYMENT, AND DEFINITION
1.3.1
COMPACTION, FINE GRADING, PREPARATION, AND REPAIR OF SUBGRADE
The unit of measure for the compaction, fine grading, preparation, and
repair of subgrade shall be square yards.
Payment shall be at the contract
unit price per square yard. The Measurement will not include compaction for
fill material and flex base.
This section does however specify how fill
material (for shoulder and subbase) and flex base are to be compacted and
how to test compaction.
1.3.2
DEFINITION
Degree of Compaction:
The degree of compaction required is expressed as a percentage of the
maximum density obtained by the test procedures presented in ASTM D 1557,
Method C.
1.4
WORK
The work specified herein consists of the construction, compaction, repair,
or preparation of construction and preparation of subgrades.
1.5
SUBMITTALS
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The following
SUBMITTALS:
shall
be
submitted
in
accordance
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with
Section
01300
Test Reports
Copies of field test results shall be submitted within 72 hours after
the tests are performed.
A note shall be made regarding field test
results on the Daily Construction Quality Control Report on the day
that the tests were performed and submitted to the Contracting Officer.
Calibration curves and related test results shall be submitted prior to
using the device or equipment being calibrated.
1.6
WEATHER LIMITATIONS
Base, subbase, and shoulders shall not be constructed when the atmospheric
temperature is less than 35 degrees F.
Base shall not be constructed on
subgrades that are frozen or contain frost.
If the temperature falls below
35 degrees F., completed areas shall be protected against any detrimental
effects of freezing.
Areas of completed base, subbase or shoulders damaged
by freezing, rainfall, or other weather conditions shall be corrected to
meet specified requirements.
1.7
1.7.1
times.
Other compacting equipment may be used in lieu of that specified,
where it can be demonstrated that the results are equivalent.
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1.7.1.1
Steel Wheeled Rollers – The Contractor shall obtain written
approval from the Contracting Officer prior to using a steel-wheeled roller.
vibratory rollers is prohibited prior to using a steel-wheeled roller.
vibratory rollers is prohibited.
1.7.1.2
Heavy Pneumatic Tired Rollers shall have four or more tires, each
loaded to a minimum of 30,000 pounds and inflated to a minimum pressure of
150 psi.
The loading shall be equally distributed to all wheels, and the
tires shall be uniformly inflated.
Towing equipment shall also be pneumatic
tired.
1.7.1.3
Light Pneumatic Tired Rollers shall be self-propelled or towed and
shall consist of two axles on which are mounted not less than nine pneumatic
tired wheels in such manner that the rear group of tires will not follow in
the tracks of the forward group.
Axles shall be mounted in a rigid frame
provided with a loading platform or body suitable for ballast loading.
Tires shall be uniformly inflated.
Each tire shall be capable of being
loaded to 10,000 pounds and inflated to a tire pressure of 50 psi.
The
towing equipment shall also be pneumatic tired.
1.7.1.4
Mechanical Spreader shall be self-propelled or attached to a
propelling unit capable of moving the spreader and material truck.
The
device shall be steerable and shall have variable speeds forward and
reverse.
The spreader and propelling unit shall be carried on tracks,
rubber tires, or drum type steel rollers that will not disturb the
underlying material.
The spreader shall contain a hopper, an adjustable
screed, and outboard bumper rolls and be designed to have a uniform, steady
flow of material from the hopper.
The spreader shall be capable of laying
material without segregation across the full width of the lane to a uniform
thickness and to a uniform loose density so that when compacted, the layer
or layers shall conform to the thickness and grade requirements indicated.
1.7.1.5
Scarifiers shall have two rows of teeth with the teeth in each row
not more than eight inches apart.
Rows shall be staggered so that the path
of the teeth will not be more than four inches apart.
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1.7.1.6
Sprinkling Equipment shall consist of tank trucks, pressure
distributors, or other approved equipment designed to apply controlled
quantities of water uniformly over variable widths of surface.
1.7.1.7
1.7.1.8
Straightedge - The Contractor shall furnish and maintain at the
site, in good condition, one 10-foot straightedge for use in testing of the
finished surface. Straightedge shall be made available for Government use.
Straightedge shall be constructed of aluminum or other lightweight metal and
shall have blades of box or box girder construction with a flat bottom
1.8
grading, shall be stockpiled at locations designated. Before stockpiling
material, storage sites shall be cleared, and sloped to drain. The
Contractor
shall
maintain
storm
water
run-off
according
to
SWPPP
requirements. Materials obtained from different sources shall be stockpiled
separately.
1.9
Sampling and
(COMPACTED).
1.10
testing
shall
conform
to
SECTION
0022
FLEXIBLE
BASE
1.10.1
Compaction, Fine Grading, Preparation, and Repair Shoulders
Compaction, Fine Grading, Preparation, and Repair of existing shoulders,
including scarifying, mixing, watering, compacting, rolling, and finish
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shall be measured and paid for by the square yard completed under the
contract unit price for SECTION 0016 REPROCESS EXISTING AGGREGATE BASE.
Compaction, Fine Grading, Preparation, and Repair of new shoulders shall be
measured and paid for by the square yard completed under the contract unit
price for SECTION 0022 FLEXIBLE BASE (COMPACTED). Payment shall include all
labor, equipment tools, supplies, and incidentals necessary to complete the
work as required.
1.10.2
Reprocess Existing Aggregate Base
Repair of existing aggregate open surface roads, including scarifying,
mixing, compaction, rolling, and finish shall be measured and paid for by
the square yard completed under the contract unit price for SECTION 0016
REPROCESS EXISTING AGGREGATE BASE.
Payment shall include all labor,
equipment tools, supplies, and incidentals necessary to complete the work
and compaction of material as required.
1.10.3
Preparation of Subbase (FILL MATERIAL) or FLEX Base
Preparation of subbase (FILL MATERIAL) , including scarifying, mixing,
rolling, compaction, and finish including all labor, equipment, tools,
supplies, and incidentals shall be considered incidental to the contract
unit price for SECTION 0013 COMPACTED FILL MATERIAL & SECTION 0016 CUT &
COMPACTED FILL MATERIAL.
Preparation of Flexible Base, including scarifying, mixing, rolling,
compaction, and finish including all labor, equipment, tools, supplies, and
incidentals shall be considered incidental to the contract unit price for
SECTION 0022 FLEXIBLE BASE (COMPACTED).
1.10.4
Preparation of Subgrade
Preparation of subgrade, including scarifying, mixing, compaction, fine
grading, rolling, and finish shall be measured and paid for by the square
yard completed under the contract unit price for SECTION 0017 COMPACTION,
FINE GRADING, PREPARATION, AND REPAIR OF SUBGRADE.
Payment shall include
all labor, equipment, tools, supplies, and incidentals necessary to complete
the work required.
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PART 2
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MATERIALS
Materials are specified in SECTION 0022 FLEXIBLE BASE.
PART 3
3.1
EXECUTION
When performing work under this section, the existing or previously
with power sweepers or power brooms, except that hand brooms may be used in
areas where power cleaning is not practical.
Adequate drainage shall be
provided during the entire period of construction to prevent water from
collecting or standing on the area to be stabilized. Line and grade stakes
shall be provided to as necessary for control. Grade stakes shall be in
lines parallel to the centerline of the area under construction and suitably
spaced for string lining.
stair stepping will be allowed for testing unless pre-approved COR.
3.2
REPAIR/PREPARE SHOULDERS AND REPROCESS EXISTING AGGREGATE BASE
3.2.1
Preparation
Prior to adding material to the existing shoulder or open surface, the in
place material shall be scarified to a depth of at least three inches.
Contractor furnished material shall then be added to provide final cross
sections as shown on the plans.
The Contractor shall perform at his own
expense all tests on the mixed product to allow compaction analysis.
3.2.2
Compaction of Shoulders and REPROCESS EXISTING AGGREGATE BASE
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Compact each layer of aggregate material, maintaining optimum water content.
Compact shoulders to at least 90 percent of laboratory maximum density, and
REPROCESS EXISTING AGGREGATE BASE to at least 100 percent of laboratory
maximum density.
Begin rolling at the outside edge of the surface and
proceed toward the center of the road, overlapping on successive trips at
least one-half the width of the roller. Alternate trips of the roller shall
be slightly different lengths. Speed of the roller shall be such that
displacement of the aggregate does not occur. Areas inaccessible to rollers
shall be compacted with mechanical tampers, and shall be shaped and finished
by hand methods. Unsatisfactory materials shall be reworked to produce
satisfactory materials.
3.3
REPAIR/PREPARE SUBBASE (FILL MATERIAL) OR BASE
3.3.1
Preparation of Subgrade
Subgrade shall conform to SECTION 0013 COMPACTED FILL MATERIAL & SECTION
0016 CUT & COMPACTED FILL MATERIAL.
Ruts or soft, yielding spots that may
appear in the subgrade and deviations from finish specified shall be
corrected to line and grade and to all specification requirements.
The
finished subgrade shall not be disturbed by traffic or other operations and
shall be maintained by the Contractor in satisfactory condition until the
subbase or base is placed.
3.3.2
Preparation of Subbase (FILL MATERIAL) AND COMPACTED FLEX Base
Place mixed material on the prepared surface in layers of uniform thickness
with an approved spreader. Compacted courses of six inches or less shall be
placed in a single layer.
Compacted courses of more than six inches shall
be placed in layers of equal thicknesses. No layer shall exceed six inches
or be less than three inches after compactive effort.
The required water
content of the material shall be maintained during the placing period.
Adjustments in placing procedures or equipment shall be made as necessary to
obtain proper grade, minimize segregation and degradation, reduce or
increase water content, and insure a satisfactory course.
3.3.3
Compaction of Subbase (FILL MATERIAL) or Base
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Each layer of aggregate subbase or base course shall be compacted. Subbase
courses shall be compacted to at least 95 percent of laboratory maximum
density, and base courses shall be compacted to 100 percent of laboratory
maximum density. Rolling shall begin at the outside edge of the surface and
proceed to the center, overlapping on successive trips at least one half of
the roller width. Alternate trips of the roller shall be slightly different
lengths.
Speed of the roller shall be such that displacement of the
aggregate does not occur.
Areas inaccessible to the rollers shall be
compacted with mechanical tampers, and shall be shaped and finished by hand
methods.
3.3.4
Finish of Base Course
section shown. Finished surface shall be of uniform texture. Light blading
during compaction may be necessary for the finished surface to conform to
the lines, grades, and cross sections.
If for any reason the surface
becomes rough, corrugated, uneven in texture, or traffic marked prior to
completion, such unsatisfactory portion shall be scarified, reworked,
recompacted,
or
replaced
as
directed
by
the
Contracting
Officer
Representative.
3.3.4.1
Smoothness - Surface of each layer shall show no deviations in
excess of 3/8 inch when tested with the 10 foot straightedge.
Deviations
exceeding this amount shall be corrected by removing material and replacing
with new material, or by reworking existing material and compacting to meet
the requirements above.
3.3.4.2
Thickness Control - Compacted thickness of the stabilized base
course shall be within ½ inch of the thickness indicated. Where measured
thickness is more than 1/2 inch deficient, such areas shall be corrected by
scarifying, adding new material of proper gradation, reblading, and
recompacting as directed.
Where the measured thickness is more than 1/2
inch thicker than indicated, the course shall be considered as conforming to
the specified thickness requirements.
Average job thickness shall be the
1/4 inch of the thickness indicated.
3.4
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See Specification Section 01300 Submittals and the following.
3.4.1
Field Density
Field in-place density shall be determined in accordance with ASTM D 1556,
ASTM D 2167, or ASTM D 2922.
When ASTM D 2922 is used, the calibration
curves shall be checked, and adjusted if necessary, using the sand cone
method as described in paragraph "Calibration" of the ASTM publication.
ASTM D 2922 results in a wet unit weight of soil, and when using this
method, ASTM D 3017 shall be used to determine the moisture content of the
soil.
The calibration curves furnished with the moisture gauges shall be
checked along with density calibration checks as described ASTM D 3017. Inplace densities shall be tested at least once per lift per every 1,000
square yards of stabilized or unstabilized base aggregate material.
Calibration curves and calibration test results shall be furnished within 72
hours of conclusion of the tests.
3.4.2
Smoothness
in successive positions parallel to the road centerline with the 10 foot
straightedge.
Measurements shall also be taken perpendicular to the road
centerline at 50 foot intervals.
3.4.3
Thickness
Thickness of the stabilized course shall be measured at intervals in such a
manner as to ensure one measurement for each 500 square yards of stabilized
course.
Measurements shall be made in 3-inch diameter test holes
penetrating the stabilized course.
3.5
TRAFFIC
Completed portions of the area may be opened to traffic, provided there is
no marring or distorting of the surface by traffic.
Heavy equipment shall
not be permitted except when necessary to construction, and then the area
shall be protected against marring or damage to the completed work.
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SECTION 0018
LIME-STABILIZED SUBGRADE
PART 1
GENERAL
SUMMARY:
Line Item:
1.1
0018
Lime-Stabilization
REFERENCES
extent referenced.
designation only.
The publications are referred to in the text by
basic
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO T 135
(1992) Wetting-and-Drying Test of
Compacted Soil-Cement Mixtures
AASHTO T 136
(1992) Freezing-and-Thawing Tests of
Compacted Soil-Cement Mixtures
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ASTM C 25
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(1996a) Chemical Analysis of
Limestone, Quicklime, and Hydrated Lime
ASTM C 50
(1994) Sampling, Inspection,
Packing, and Marking of Lime and
Products
ASTM D 422
Limestone
Soils
ASTM D 559
(1996) Wetting and Drying Compacted
Soil-Cement Mixtures
ASTM D 560
(1996) Freezing and Thawing Compacted
Soil-Cement Mixtures
ASTM D 1556
(1990; R 1996) Density and Unit Weight of
Soil in Place by the Sand-Cone Method
(1991) Laboratory Compaction
Characteristics of Soil Using Modified Effort
(56,000 ft-lbf/cu. ft. (2,700 kN-m/cu.m.))
ASTM D 1632
(1996) Making and Curing Soil-Cement
Compression and Flexure Test Specimens in the
Laboratory
ASTM D 1633
(1996) Compressive Strength of
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Molded Soil-Cement Cylinders
ASTM D 2167
Soil in Place by the Rubber Balloon
ASTM D 2922
Method
Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
ASTM D 3017
(1988; R 1993) Water Content of Soil and Rock
in Place By Nuclear Methods (Shallow Depth)
ASTM D 4318
(1995a) Liquid Limit, Plastic Limit, and
ASTM E 11
(1995) Wire-Cloth Sieves for Testing
Purposes
1.2
MEASUREMENT FOR PAYMENT
1.2.1
Lime Stabilization
Measurement will be by the square yard of work completed and
accepted.
1.3
WAYBILLS AND DELIVERY TICKETS
Copies of waybills or delivery tickets shall be submitted during the
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progress of the work.
Before the final payment is allowed waybills
and certified delivery tickets shall be furnished for all lime [and
bituminous materials] [and select materials] used in the construction.
stair stepping will be allowed for testing unless pre-approved COR.
1.4
BASIS FOR PAYMENT
Lime stabilized subgrade, constructed and accepted, will be paid for
by
the square yard at the respective contract unit prices in the bidding
schedule. No payment will be made for any material wasted, used for the
convenience of the Contractor, unused or rejected, or for water used.
Select material obtained from grading and excavation operations at the
project site will not be paid for under this section but will be included for
payment under other sections specifying grading and excavating.
1.5
DEFINITIONS
1.5.1
Lime-Stabilized Subgrade
Lime-stabilized course, as used herein, is a mixture of lime and in-place or
select borrow material uniformly blended, wetted, and thoroughly compacted to
produce a pavement course which meets all criteria as set forth in the plans
and this specification.
1.5.2
density obtained by the test procedure presented in ASTM D 1557, Method C
abbreviated hereinafter as percent laboratory maximum density.
1.6
GENERAL
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The work specified herein consists of the construction of a lime-stabilized
subgrade course. The work shall be performed in accordance with this
specification and shall conform to the lines, grades, notes, and typical
sections shown in the plans. Sources of all materials shall be selected well
in advance of the time when materials will be required in the work.
1.7
SUBMITTALS
List of proposed equipment to be used in performance of construction work
including descriptive data.
Mix design at least 10 days before it is to be used.
Calibration curves and related test results prior to using the device or
equipment being calibrated. Copies of field test results within 24 hours
after the tests are performed. Certified copies of test results of materials
and sources not less than 30 days before material is required for the work.
Copies of waybills and delivery tickets during the progress of the work.
Certified waybills and delivery tickets for all materials actually used.
1.8
Select material, including approved material available from excavation and
grading, shall be stockpiled in the manner and at the locations designated.
Before stockpiling material, storage sites shall be cleared and sloped to
drain. Materials obtained from different sources shall be stockpiled
separately.
1.9
1.9.1
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times. Other compacting equipment may be used in lieu of that specified,
where it can be demonstrated that the results are equivalent. The equipment
shall be adequate and have the capability of producing the
results specified in Protective equipment, apparel, and barriers shall be
provided to protect the eyes, respiratory system, and the skin of workers
exposed to contact with lime dust or slurry.
1.9.2
Steel-Wheeled Rollers
Steel-wheeled rollers shall be the self-propelled type weighing not less
than 9 metric tons, (10 tons,) with a minimum weight of 135 kilograms per
millimeter (300 pounds per inch) width of rear wheel. Wheels of the rollers
shall be equipped with adjustable scrapers. The use of vibratory rollers is
optional.
1.9.3
Pneumatic-Tired Rollers
Pneumatic-tired rollers shall have four or more tires, each loaded to a
minimum of 30,000 pounds and inflated to a minimum pressure of 150 psi.
The loading shall be equally distributed to all wheels, and the tires shall
be uniformly inflated. Towing equipment shall also be pneumatic-tired.
1.9.4
Sprinkling Equipment
Sprinkling equipment shall consist of tank trucks, pressure distributors, or
other approved equipment designed to apply controlled quantities of water
uniformly over variable widths of surface.
1.9.5
Tampers
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1.9.6
Straightedge
The Contractor shall furnish and maintain at the site, in good condition, one
10 foot straightedge for use in the testing of the finished surface.
Straightedge shall be made available for Government use.
Straightedges shall be constructed of aluminum or other lightweight metal and
shall have blades of box or box-girder cross section with flat bottom
1.10
WEATHER LIMITATIONS
Work on the base course shall not be performed during freezing
temperatures.
When the temperature is below 5 degrees C, (40 degrees
F,) the completed base course shall be protected against freezing by a
sufficient covering of straw, or by other approved methods, until the
course has dried out. Any areas of completed base course that are damaged by
freezing, rainfall, or other weather conditions shall be brought to a
satisfactory condition in conformance with this specification without
additional cost to the Government. Lime shall not be applied when the
atmospheric temperature is less than 5 degrees C. (40 degrees F.) No lime
shall be applied to soils that are frozen or contain frost, or when the
underlying material is frozen. If the temperature falls below 2 degrees C,
(35 degrees F,) completed lime-treated areas shall be protected against any
detrimental effects of freezing.
PART 2
2.1
PRODUCTS
MATERIALS
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2.1.1
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Lime
Lime shall be a standard brand of hydrated lime conforming to the following
physical and chemical requirements:
2.1.1.1 Lime shall be of such gradation that 99-1/2 percent passes a
0.850 mm (No. 20) sieve and a minimum of 85 percent passes a
0.150 mm (No.
100) sieve.
2.1.1.2 Combined calcium oxide and magnesium oxide shall be not less
than 70 percent.
2.1.2
Material to be Stabilized Material to be stabilized shall consist of
in-place material in the area or approved select material. Select material
shall be free of deleterious substances such as sticks, debris, organic
matter, and stones greater than 75 mm (3 inches) in any dimension. At least
10 percent of the material shall pass the 0.425 mm (No. 40) sieve.
Plasticity index shall be greater than 12.
2.1.3
Water
Water shall be clean, fresh, and free from injurious amounts of oil, acid,
salt, alkali, organic matter, and other substances deleterious to the lime or
soil-lime mixture, and shall be subject to approval.
PART 3
3.1
EXECUTION
3.1.1
Mix Design
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The Contractor shall develop and submit for approval a proposed mix design
prior to stabilization work. Mix shall be developed using samples of the
material to be stabilized. Mix design shall be capable of producing a
compressive strength of 150 psi when compacted to the design percent of
laboratory maximum density. Samples shall not show any significant loss of
strength after 12 cycles of the durability test.
3.1.2
Lime Stabilization Mixture
The material to be stabilized shall be thoroughly pulverized. Field moisture
content shall be controlled within plus or minus 2 percent of optimum. When
the stabilized course is constructed in more than one layer, the previously
with power sweeper or power brooms except that hand brooms may be used in
areas where power cleaning is not practicable. Adequate drainage shall be
provided during the entire construction period to prevent water from
collecting or standing on the area to be stabilized or on pulverized, mixed,
or partially mixed material. Line and grade stakes shall be provided as
necessary for control. Grade stakes shall be in lines parallel to the
centerline of the area under construction and suitably spaced for string
lining.
3.2
OPERATION OF BORROW PITS
Borrow pits shall be cleared, stripped and excavated in a manner that
exposes vertical faces of the deposit for suitable working depths. Strata of
unsuitable materials overlying or occurring in the deposit shall be wasted.
Methods of operating pits and the processing and blending of materials may be
changed or modified if necessary to obtain material conforming to the
specified requirements. Upon completion of the work, pits shall be
conditioned to drain readily, and be left in a satisfactory condition.
3.3
PREPARATION OF AREA TO BE STABILIZED
The area shall be cleaned of debris.
The area will be inspected for
adequate compaction and shall be capable of withstanding without
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displacement the compaction specified for the soil-lime mixture.
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Debris
and removed unsatisfactory in-place material shall be disposed of as
specified.
3.3.1
In-Place Material to be Stabilized
The entire area shall be graded to conform to the lines, grades, and cross
sections shown in the plans prior to being processed. Soft or yielding
subgrade areas shall be made stable before construction is begun.
3.3.2
In-Place Material to Receive Stabilized Course
Soft, yielding areas and ruts or other irregularities in the surface
shall be corrected. The material in the affected areas shall be loosened and
unsatisfactory material removed. Approved select material shall be added
where directed. The area shall then be shaped to line, grade, and cross
section, and shall be compacted to the specified density. Subgrade shall
conform to Section 02225 EARTHWORK.
3.3.3
Select Material
Sufficient select material shall be utilized to provide the required
thickness of the soil-lime layer after compaction. Where in-place mixing is
to be accomplished, the soil shall be graded and shaped to the
approximate section and grade shown before lime stabilization is
undertaken.
3.3.4
Grade Control
Underlying material shall be excavated to sufficient depth for the required
stabilized-course thickness so that the finished stabilized course with the
subsequent surface course will meet the fixed grade. Finished and completed
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stabilized area shall conform to the lines, grades, cross section, and
dimensions indicated.
3.4
INSTALLATION
3.4.1
Mixed In-Place Method
3.4.1.1
Scarifying and Pulverizing of Soil - Prior to application of
lime, the soil shall be scarified and pulverized to a depth of 6 inches.
Scarification shall be carefully controlled so that the layer beneath the
layer to be treated is not disturbed. Depth of pulverizing shall not exceed
the depth of scarification.
3.4.1.2
Application of Lime - Pulverized material shall be shaped to
approximately the cross section indicated. Lime shall be applied so that
when uniformly mixed with the soil, the specified lime content is obtained
which shall not be less than 4 percent by weight of the lime-treated soil,
and a sufficient quantity of lime-treated soil is produced to construct a
compacted lime-treated course conforming to the lines, grades, and cross
section indicated. Mechanical spreaders shall be used in applying bulk lime.
Distributors shall be used in applying slurry. No equipment except that used
in spreading and mixing shall pass over the freshly applied lime.
3.4.1.3
Initial Mixing - Immediately after the lime has been distributed,
the lime and soil shall be mixed. Initial mixing shall be sufficient to
alleviate any dusting or wetting of the lime that might occur in the event of
wind or rainstorms. This may be accomplished 3 days in advance of the final
application and mixing.
3.4.1.4
Water Application and Moist Mixing - Moisture content of the
mixture will be determined in preparation for final mixing. Moisture in the
mixture following final mixing shall not be less than the water content
determined to be optimum based on dry weight of soil and shall not exceed the
optimum water content by more than 2 percentage points. Water may be added in
increments as large as the equipment will permit; however, such increments of
water shall be partially incorporated in the mix to avoid concentration of
water near the surface. After the last increment of water has been added,
mixing shall be continued until the water is uniformly distributed throughout
the full depth of the mixture. Particular care shall be taken to ensure
satisfactory moisture distribution along the edges of the section.
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3.4.2
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Edges of Stabilized Course
Approved material shall be placed along the edges of the stabilized course in
such quantity as will compact to the thickness of the course being
constructed, or to the thickness of each layer in a multiple-layer course,
allowing at least a 1 foot width of the shoulder to be rolled and compacted
simultaneously with the rolling and compacting of each layer of the
stabilized course.
3.4.3
Central-Plant Method
Plant shall be capable of producing a uniform lime-treated mixture at the
specified lime and moisture contents. Mixture shall be hauled to the job in
trucks equipped with protective covers. Underlying course shall be
thoroughly moistened and the mixture then placed on the prepared area in a
uniform layer with mechanical spreaders. The layer shall be uniform in
thickness and surface contour and in such quantity that the completed layer,
after compaction, will conform to the required grade and cross section.
3.4.4
Traveling-Plant Method
Traveling plant shall move at a uniform rate of speed and shall accomplish
thorough mixing of the materials in one pass. Water and lime shall be
delivered from supply trucks or bins at a predetermined rate. Windrows of
prepared soil-lime mixture shall be of sufficient size to cover a
predetermined width to the indicated compacted thickness.
3.4.5
Layer Thickness
Compacted thickness of the stabilized course shall be 6 inches.
3.4.6
Compaction
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Before compaction operations are started and as a continuation of the
mixing operation, the mixture shall be thoroughly loosened and pulverized to
the full depth. Compaction shall be started immediately after mixing is
completed. During final compaction, the surface shall be moistened, if
necessary, and shaped to the required lines, grades, and cross section.
Density of compacted mixture shall be at least 95 percent of laboratory
maximum density. Rolling shall begin at the outside edge of the surface and
proceed to the center, overlapping on successive trips at least one-half the
width of the roller. Alternate trips of the roller shall be slightly
different lengths. The speed of the roller at all times shall be such that
displacement of the mixture
does not occur. Areas inaccessible to the rollers shall be compacted with
mechanical tampers, and shall be shaped and finished by hand methods.
3.4.7
Finishing
section shown.
The surface shall be of uniform texture.
Light blading
during rolling may be necessary for the finished surface to conform to the
lines, grades, and cross sections. Should the surface for any reason become
rough, corrugated, uneven in texture, or traffic-marked prior to completion,
such unsatisfactory portions shall be scarified, reworked, re-laid, or
replaced as directed. Should any portion of the course, when laid, become
water soaked for any reason, that portion shall be removed immediately, and
the mix placed in a windrow and aerated until a moisture content within the
limits specified is obtained, and then spread, shaped, and rolled as
specified above.
3.4.8
Construction Joints
At the end of each phase of construction, a straight transverse
construction joint shall be formed by cutting back into the completed work to
form a true vertical face free of loose or shattered material. Material
along construction joints not properly compacted shall be removed and
replaced with soil-lime mixture that is mixed, moistened, and compacted as
specified.
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3.4.9
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Curing and Protection
Immediately after the soil-lime area has been finished as specified above,
the surface shall be protected against rapid drying for 7 days moist curing.
3.4.9.1
Moist Curing - The area shall be moistened by sprinkling and
shall be kept moist for the 7-day curing period.
3.5
3.5.1
Sampling and testing shall be performed by an approved commercial testing
laboratory. The first inspection shall be at the expense of the Government.
Cost incurred for any subsequent inspection required because of failure of
the facilities to pass the first inspection will be charged to the
Contractor. Tests shall be performed in sufficient numbers and at the
locations and times directed to insure that materials and compaction meet
specified requirements. Certified copies of the test results shall be
furnished to the Contracting Officer.
3.5.2
Results
Results shall verify that the material complies with the specification.
When the source of materials is changed or deficiencies are found, the
initial analysis shall be repeated and the material already placed shall be
retested to determine the extent of unacceptable material. All in-place
unacceptable material shall be replaced.
3.5.3
SUBMITTALS SAMPLING AND TESTING GUIDE, see specification section
01300 Submittals and below.
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3.5.3.1
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Samples of lime shall be taken in accordance with ASTM C 50.
3.5.3.2 Specimens for the unconfined compression tests shall be prepared
in accordance with ASTM D 1632.
3.5.3.4
Sieve Analysis - Before starting work, one sample of material to
be stabilized shall be tested in accordance with ASTM C 136 and ASTM D 422
on sieves conforming to ASTM E 11. A minimum of 60 percent passing the #4
sieve excluding rock, shall be required. After the initial test, a minimum
of one analysis shall be performed for each 4,000 cubic yards of stockpiled
or in-place source material.
3.5.3.5
Liquid Limit and Plasticity Index - One liquid limit and
plasticity index shall be performed for each sieve analysis. Liquid limit
and plasticity index shall be in accordance with ASTM D 4318.
3.5.3.6 Chemical Analysis - Lime shall be tested for the specified
chemical requirements in accordance with ASTM C 25. Three tests shall be
conducted for each delivery of lime.
3.5.3.7
Testing - Unconfined compression tests shall be conducted in
accordance with ASTM D 1633. Three tests shall be conducted for each mix
design tested. Samples shall be cured at a constant moisture content and
temperature for 28 days. Wet-dry tests shall be conducted in accordance with
AASHTO T 135 or ASTM D 559.
3.5.3.8 Laboratory Density - Determined by ASTM D 1557, Method C, one test
per 10,000 cubic yards or change in material.
3.5.3.9
design.
3.6
EEADES and Grimm SERIES - One EEADES and GRIMM SERIES per mix
FIELD QUALITY CONTROL
3.6.1
General
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Tests shall provide a moisture-density relationship for the lime-soil
mixture.
Results of field quality control testing shall verify that
materials comply with this specification.
When a material source is
changed, the new material shall be tested for compliance.
When
deficiencies are found, the initial analysis shall be repeated and the
material already placed shall be retested to determine the extent of
unacceptable material.
All in-place unacceptable material shall be
replaced or repaired, as directed by the Contracting Officer, at no
additional cost to the Government.
3.6.2
Thickness Control
Completed thicknesses of the stabilized course shall be within 1/2 inch of
the thickness indicated. Where the measured thickness of the stabilized
course is more than 1/2 inch deficient, such areas shall be corrected by
scarifying, adding mixture of proper gradation, reblading, and recompacting
as directed.
Where the measured thickness of the stabilized course is more
than 1/2 inch thicker than indicated, it shall be considered as conforming to
the specified thickness requirement. Average job thickness shall be the
1/4 inch of the thickness indicated. Thickness of the stabilized course shall
be measured at intervals in such a manner as to ensure one measurement for
each 1,000 square yards of stabilized course. Measurements shall be made in
3-inch diameter test holes penetrating the stabilized course. Contracting
forces have the option of using pheno phelan to aid in checking of course
thicknesses.
3.6.3
Field Density
Field in-place density shall be determined in accordance with ASTM D 1556 or
ASTM D 2167 or ASTM D 2922. When ASTM D 2922 is used, the calibration curves
shall be checked, and adjusted if necessary, using the sand cone method as
described in paragraph Calibration of the ASTM publication. ASTM D 2922
results in a wet unit weight of soil and when using this method, ASTM D 3017
shall be used to determine the moisture content of the soil. The calibration
curves furnished with the moisture gauges shall be checked along with density
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calibration checks as described in ASTM D 3017. If ASTM D 2922 is used, inplace densities shall be checked by ASTM D 1556 at least once per lift for
each 1,000 square yard of stabilized material. Calibration curves and
calibration tests results shall be furnished to the Contracting Officer
within 24 hours of conclusion of the tests.
3.6.4
Smoothness Test
The surface of a stabilized layer shall show no deviations in excess of
1/4 inch when tested with the 10-foot straightedge. Deviations exceeding
this amount shall be corrected by removing material and replacing with new
material, or by reworking existing material and compacting, as directed.
in successive positions parallel to the road centerline with a 10-foot
straightedge.
Measurements shall also be taken perpendicular to the road centerline at
50 foot intervals.
3.7
TRAFFIC
Completed portions of the lime-treated soil area may be opened immediately to
light traffic provided the curing is not impaired. After the curing period
has elapsed, completed areas may be opened to all traffic, provided the
stabilized course has hardened sufficiently to prevent marring or distorting
of the surface by equipment or traffic. Heavy equipment shall not be
permitted on the area during the curing period. Lime and water may be hauled
over the completed area with pneumatic-tired equipment if approved. Finished
portions of lime-stabilized soil that are traveled on by equipment used in
constructing an adjoining section shall be protected in a manner to prevent
equipment from marring or damaging completed work.
3.8
MAINTENANCE
Stabilized area shall be maintained in a satisfactory condition until the
completed work is accepted. Maintenance shall include immediate repairs of
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any defects and shall be repeated as often as necessary to keep the area
intact. Defects shall be corrected as specified herein.
3.9
DISPOSAL OF UNSATISFACTORY MATERIALS
Removed in-place materials that are unsuitable for stabilization, material
that is removed for the required correction of defective areas, waste
material, and debris shall be disposed of as directed in waste disposal areas
indicated.
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SECTION
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0019
Washed Sand (Utility Bedding)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0019 Washed Sand (Utility Bedding)
Washed sand shall be supplied and installed in all areas as required per the
task order.
1.2
SUBMITTAL
Waybills and delivery tickets shall be required during the progress of work.
1.3
The unit measure for washed sand shall be the number of cubic yards actually
completed and accepted by the Contracting Officer. The payment will be at
the contract unit price for washed sand placed.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
Aggregates
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Washed sand (medium grain sand used for a variety of applications from
mixture with cement, pipe bedding, playgrounds, masonry work, arenas).
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
Generally washed sand will be placed on a prepared subgrade prior to the
placement. Excavation, fill, and subgrade preparation will be paid for by
separate bid items.
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SECTION
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0020
Crusher Fines
PART 1
GENERAL
1.1
SUMMARY
Line Item:
0020 Crusher Fines
Crusher Fines shall be supplied and installed in all areas as required per
the task order.
Testing and installation shall follow SECTION 0022 FLEXIBLE
BASE.
1.3
SUBMITTAL
1.3
The unit measure for crusher fines shall be the number of tons actually
completed and installed that are accepted by the Contracting Officer. The
payment will be at the contract unit price for crusher fines placed.
PART 2
2.1
PRODUCTS
MATERIALS
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Aggregates
Crusher fines (sandy, silty material containing a small percentage of 1/4”
and 3/8” aggregate).
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
Generally crusher fines are placed on a prepared subgrade prior to the
placement. Compaction is included in this unit item. Testing and
installation shall follow SECTION 0022 FLEXIBLE BASE. Excavation, fill, and
subgrade preparation will be paid for by separate bid items.
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SECTION
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0021
Open-Graded Base (TxDOT Grade 6 Material)
PART 1
GENERAL
1.2
SUMMARY
Line Item:
0021 Open-Graded Base
Crusher Fines shall be supplied and installed in all areas as required per
the task order.
Testing and installation shall follow SECTION 0021 OpenGraded Base (TxDOT Grade 6 Material).
1.4
SUBMITTAL
1.3
The unit measure for open-graded base shall be the number of cubic yards
actually completed and installed that are accepted by the Contracting
Officer. The payment will be at the contract unit price for open-graded base
placed.
PART 2
2.1
PRODUCTS
MATERIALS
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2.1.1
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Aggregates
Open-Graded Base (TxDOT Grade 6 Material)
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
Generally open-graded base is placed on a prepared subgrade prior to the
placement. Compaction is included in this unit item. Testing and
installation shall follow SECTION 0022 FLEXIBLE BASE. Excavation, fill, and
subgrade preparation will be paid for by separate bid items.
-------- END OF SECTION --------
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SECTION 0022
FLEXIBLE BASE (COMPACTED)
Description - This line item includes compacted aggregate in place.
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0022
FLEXIBLE BASE (COMPACTED)
REFERENCES
extent referenced.
designation only.
ASTM C 29
(1997) Unit Weight and Voids in
Aggregate
ASTM C 127
ASTM C 128
(1993)
Specific
Gravity
Absorption of Course Aggregate
and
(1993) Specific Gravity and Absorption
of Fine Aggregate
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ASTM C 131
(1996)
Resistance
to
Degradation
of
Small-Size Coarse Aggregate by Abrasion
and
Impact
in
the
Los
Angeles Machine
ASTM C 136
(1996a) Sieve Analysis of Fine and
Coarse Aggregates
ASTM D 75
(1992) Sampling Aggregates
ASTM D 422
of Soils
(1991) Laboratory Compaction
Characteristics of Soil
ASTM D 4318
(1995a) Liquid Limit, Plastic Limit,
and Plasticity Index of Soils
ASTM E 11
(1995) Wire-Cloth Sieves for Testing
Purposes
TEXAS
DEPARTMENT
OF
TRANSPORTATION
STANDARD
CONSTRUCTION OF HIGHWAY, STREETS AND BRIDGES (2004)
ITEM 247
SPECIFICATION
FOR
FLEXIBLE BASE
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1.3
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1.3.1
Waybills and Delivery Tickets
Copies of waybills or delivery tickets shall be submitted during the
progress of the work.
Before the final payment is allowed, waybills and
certified delivery tickets shall be furnished for all aggregates actually
used in the construction.
1.3.2
Measurement for Payment
Measurement of aggregate shall be based on the cubic yards of compacted
aggregate in place, determined by the average job thickness specified and
the dimensions indicated.
1.3.3
Basis for Payment
Payment for aggregate material shall be based on the contract unit price per
cubic yard. No payment will be made for any material wasted, used for the
convenience of the Contractor, unused or rejected, or for water used.
1.4
DEGREE OF COMPACTION
density obtained by the test procedure presented in ASTM D 1557, Method C
abbreviated hereinafter as percent laboratory maximum density. All compation
should reach a minimum at 95% with 100% being optimum. Each lift shall not
exceed 6 inches and pass testing requirements before a new lift is placed.
1.5
SUBMITTALS
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The following
SUBMITTALS:
shall
be
submitted
in
accordance
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with
Section
01300
Test Reports
Results of laboratory tests for quality control purposes shall be
submitted to the Contracting Officer and approved prior to using the
material. Sources of all materials shall be selected well in advance
of the time that materials will be required in the work.
Test results
from samples shall be submitted for approval not less than 15 days
before material is required for the work.
1.6
grading, shall be stockpiled in the manner and at locations designated.
Before stockpiling of material, storage sites shall be cleared, and sloped
to drain.
Materials obtained from different sources shall be stockpiled
separately.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
Aggregates
Aggregates shall consist of crushed stone or slag, crushed gravel, angular
sand, or other approved materials. Aggregates shall be durable and sound,
free from lumps of clay, organic matter, objectionable coatings, and other
foreign material.
Material retained on a No. 4 sieve shall be known as
coarse aggregate and that passing the No. 4 sieve shall be known as binder
material.
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2.1.1.1
Coarse Aggregates, consisting of angular fragments of uniform
density and quality, shall have a percentage of wear not to exceed 50
percent after 500 revolutions when tested in accordance with ASTM C 131. The
amount of flat and elongated particles shall not exceed 30 percent. A flat
particle is one having a ratio of width to thickness greater than 3, and an
elongated particle is one having a ratio of length to width greater than 3.
2.1.1.1.1
Crushed Gravel - Crushed gravel shall be manufactured from
gravel particles 50 percent of which by weight are retained on the maximum
size gradation sieve specified.
2.1.1.1.2
Crushed Stone - Crushed stone retained on each sieve specified
shall contain at least 50 percent by weight of crushed pieces having two or
more freshly fractured faces with the area of each face being at least equal
to 75 percent of the smallest midsectional area of the piece.
When two
fractures are adjacent, the angle between the planes of the fractures must
be at least 30 degrees to count as two fractured faces.
2.1.1.2
Slag shall be an air-cooled blast-furnace product having a dry unit
weight of not less than 65 pcf.
2.1.2
Binder Material
Binder material shall consist of screenings, angular sand, or other finely
divided mineral matter processed or naturally combined with the coarse
aggregate. Liquid-limit and plasticity-index requirements shall apply to any
component that is blended to meet the required gradation and shall also
apply to the completed course.
The portion of any component or of the
completed course passing the No. 40 sieve shall be either non-plastic or
have a liquid limit not greater than 25 and a plasticity index not greater
than 5.
2.1.3
Gradation
DESCRIPTION
(PERCENT RETAINED-SIEVE)
P.I.
2"
1-3/4"
1-1/2"
#4
#40
MAX
MIN
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FLEX BASE
0
0
0-5
45-75
70-85
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12
4
2.1.3.1
This material shall be produced from a source which when tested in
accordance with test method TEX-117-E, Part 1, shall meet the following
triaxile class requirements:
I.H. = Class 1.0
U.S. = Class 2.0
F.M. = Class 2.3
2.1.3.2
This material shall be produced from a source which when tested in
accordance to test method TEX-116-E, the maximum wet ball mill value shall
not exceed 45 and the maximum increase of material passing the No. 40 sieve
shall not exceed 20 percent.
2.1.3.3
Job control samples for Gradation and P.I. testing shall be taken
from the windrow after blade mixing.
PART 3
3.1
EXECUTION
See specification section 01300 Submittals and the following.
3.1.1
laboratory or by facilities furnished by the contractor.
No work requiring
testing shall be permitted until the facilities have been inspected and
approved.
The first inspection shall be at the expense of the Government.
the facilities to pass the first inspection will be charged to the
Contractor.
Tests shall be performed in sufficient numbers to insure that
materials meet the specified requirements.
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3.1.2
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Test Results
Results shall verify that materials comply with this specification. When a
material source is changed, the new material shall be tested for compliance.
When deficiencies are found, the initial analysis shall be repeated and the
material already placed shall be retested to determine the extent of the
unacceptable material.
All in-place unacceptable material shall be replaced
or modified as directed.
3.1.3
Sampling
Aggregate sample for laboratory tests shall be taken in accordance with ASTM
D 75.
3.1.4
Sieve Analysis:
Before and after placing.
3.1.4.1
Before work is started, at least one sample of material to be
placed shall be tested in accordance with ASTM C 136 and ASTM D 422 on
sieves conforming to ASTM E 11.
After the initial test, a minimum of one
analysis shall be performed for each 10,000 cubic yards or change in
material.
3.1.4.2
After compaction of the material, a field sample shall be tested in
accordance with ASTM C 136 and ASTM D 422 on sieves conforming to ASTM E 11.
A minimum of one in-place sieve analysis shall be performed for each 10,000
cubic yards or change in material.
3.1.5
Liquid Limit and Plasticity Index
One liquid limit and plasticity index shall be performed for each sieve
analysis before placing.
Liquid limit and plasticity index shall be
analyzed before placing.
Liquid limit and plasticity index shall be in
accordance with ASTM D 4318.
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3.1.6
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Laboratory Density
Tests shall provide a moisture-density relationship for the aggregate. Tests
shall be conducted in accordance with ASTM D 1557, Method C. A minimum of
one test per 10,000 Cubic Yards of material placed or change in material.
3.1.7
Weight Per Cubic Foot of Slag
Weight per cubic foot of slag shall be determined in accordance with ASTM C
29.
A minimum of one test per 10,000 Cubic Yards of material placed or
change in material.
3.1.8
Wear Tests
Wear tests shall be performed in accordance with ASTM C 131. A minimum of
one test per 10,000 Cubic Yards of material placed or change in material.
3.1.9
Wet Ball Test
Wet Ball Test shall be performed in accordance with TEX-116-E. A minimum of
one test per 10,000 cubic yards of material placed or change in material.
3.1.10
Sampling and Testing During Construction
Quality control sampling and testing during construction shall be performed
as specified in SECTION 0017 COMPACTION, FINE GRADING, PREPARATION, AND
REPAIR OF SUBGRADE.
3.2
PLACEMENT
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Construct each layer uniformly, free of loose or segregated areas, and with
the required density and moisture content.
No layer shall be more than 6
inches in depth when final compaction is achieved.
3.2.1
Curing
Cure the finished section until the moisture content is at least 2
percentage points below optimum or as directed before applying the next
successive course or prime coat.
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SECTION
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0023
RIP RAP ROCK 3” x 5” INSTALLED
PART 1
GENERAL
1.3
SUMMARY
Line Item:
0023 RIP RAP ROCK 3” X 5” INSTALLED
Rip rap rock 3” X 5” shall be supplied and installed in all areas as required
per the task order.
1.5
SUBMITTAL
1.3
The unit measure for rip rap rock shall be the number of tons actually
the contract unit price for gradation of aggregate placed.
PART 2
2.1
PRODUCTS
MATERIALS
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2.1.1
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Aggregates
Washed manufactured limestone, gradation 3-inches to 5-inches.
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
Generally rip rap rock will be placed on a prepared subgrade prior to the
separate bid items.
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SECTION
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0024
PART 1
GENERAL
1.4
SUMMARY
Line Item:
Rip rap rock 4” X 8” shall be supplied and installed in all areas as required
per the task order.
1.6
SUBMITTAL
1.3
PART 2
2.1
PRODUCTS
MATERIALS
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2.1.1
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Aggregates
Washed manufactured limestone, gradation 4-inches to 8-inches
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
separate bid items.
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-------
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SECTION
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0025
PART 1
GENERAL
1.5
SUMMARY
Line Item:
Rip rap rock 8” X 12” shall be supplied and installed in all areas as
required per the task order.
1.7
SUBMITTAL
1.3
PART 2
2.1
PRODUCTS
MATERIALS
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2.1.1
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Aggregates
Washed manufactured limestone, gradation 8-inches to 12-inches
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
separate bid items.
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SECTION
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0026
PRIME COAT AND TACK COAT (Bituminous)
Description - This
and/or tack coat.
PART 1
1.1
line
item
includes
installation
of
bituminous
prime
GENERAL
SUMMARY
Line Item:
1.2
0026
Prime and/or Tack Coat
REFERENCES
Texas Department of Transportation Standard Specifications for Construction and
Maintenance of Highways, Streets, and Bridges (TSDHSB), 2004 - in its entirety.
1.3
DESCRIPTION
This Item shall govern for the application of asphaltic material on the
completed base course and/or other approved areas in accordance with these
specifications.
1.4
MATERIALS
The asphaltic material used for the prime coat shall be a cutback asphalt of
the type and grade specified and shall meet the requirements of Item 300,
"Asphalts, Oils and Emulsions"(TSDHSB).
1.5
CONSTRUCTOIN METHODS
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Prime coat shall not be applied when the air temperature is below 60 F and
falling, but it may be applied when the air temperature is above 50 F and is
rising, the air temperature being taken in the shade and away from artificial
heat. Asphaltic material shall not be placed when general weather conditions,
in the opinion of the Contracting Officer, are not suitable.
When, in the opinion of the Contracting Officer, the area and/or base is
satisfactory to receive the prime coat, the surface shall be prepared by
sweeping or other approved methods.
If found necessary by the Contracting
Officer, the surface shall be lightly sprinkled with water just prior to the
application of the asphaltic material.
The asphaltic material shall be applied on the prepared surface by an approved
self-propelled pressure distributor so operated as to distribute the material
at the rate directed by the Contracting Officer, evenly and smoothly, under a
pressure necessary for proper distribution.
The Contractor shall provide all necessary facilities and equipment for
determining the temperature of the asphaltic material in all of the heating
equipment and in the distributor, for determining the rate at which it is
applied, and for securing uniformity at the junction of two (2) distributor
loads.
The distributor tank, when used for pay purposes, shall have been calibrated
within three (3) years from the date it is first used on this project. The tank
calibration procedure shall be in accordance with Test Method Tex-922-K, Part
I, and shall be signed and sealed by a registered professional Contracting
Officer. Unless otherwise shown on the plans, the Contractor shall provide the
tank calibration and shall furnish the Contracting Officer an accurate and
satisfactory calibration record prior to beginning the work. The Contracting
Officer may at any time verify calibration accuracy in accordance with Test
Method Tex-922-K, Part II, and may perform the required recalibration if the
calibration is found to be in error.
No traffic, hauling or placing of any subsequent courses shall be permitted
over the freshly applied prime coat until authorized by the Contracting
Officer.
The Contractor shall be responsible for the maintenance of the surface until
the placement of subsequent courses or the work is accepted by the Contracting
Officer.
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All equipment used in storing or handling asphaltic material shall be kept
clean and in good operating condition at all times and shall be operated in
such a manner that there will be no contamination of the asphaltic material.
When the asphaltic material is stored in a storage tank unit equipped with a
heater, the Contractor shall provide and maintain a recording thermometer to
continuously indicate the asphaltic material temperature.
1.6
1.6.1
APPLICATION RATE AND TEMPERATURE
Tack Coat
1.6.1.1
Application Rate - Bituminous material for the tack coat shall be
applied in quantities of not less than 0.05 gallon nor more than 0.15 gallon
per square yard of pavement surface.
The exact quantities within the range
specified, which may be varied to suit field conditions, will be determined by
the Contracting Office.
1.6.1.2
1.6.2
Application Temperature
Liquid Asphalt
RC-250
Emulsions
SS-1
165-250 degrees F.
70-160 degrees F.
Prime Coat
1.6.2.1
Application Rate - Bituminous material for the prime coat shall be
applied in quantities of not less than 0.20 gallons nor more than 0.40 gallons
per square yard of pavement surface.
The exact quantities within the range
specified, which may be varied to suit field conditions, will be determined by
the Contracting Officer.
1.6.2.2
Application Temperature, normal spray application temperatures for
cutback asphalt.
MC-30
85-190 degrees F.
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MC-70
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120-225 degrees F.
MEASUREMENT
The asphaltic material for prime and tack coat will be measured at the point of
delivery on the road in gallons at the applied temperature. The quantity to be
measured for payment shall be the number of gallons used of the specific prime
or tack coat.
1.8
PAYMENT
The work performed and materials furnished in accordance with this Item and
measured as provided under “Measurement” will be paid for at the unit price bid
for “Bituminous Prime and/or Tack Coat”, of the type and grade specified. This
price shall be full compensation for cleaning and sprinkling the area to be
primed; materials; and rolling, equipment, labor, tools, and incidentals.
1.9
SUBMITTALS
Submittals, Sampling & Testing
Submittals and the following.
Guide,
see
specification
section
01300
Certified copies of the manufacturer’s test reports indicating compliance with
applicable specified requirements shall be submitted to the Contracting Officer
not less than 15 days before the material is required in the work.
Waybills and delivery tickets shall be submitted during progress of the work.
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SECTION 0027
Hot-Mix Asphaltic Concrete
(BITUMINOUS PAVING FOR ROADS, STREETS AND OPEN STORAGE AREAS)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0027 Hot-Mix Asphaltic Concrete
Asphalt tonnage is
Thickness)/2000= Tons.
1.2
applied
at
a
ratio
of
(S.Y.
x
110lbs
x
Asphalt
REFERENCES
extent referenced.
designation only.
ASTM C 29
(1997) Unit Weight and Voids in
Aggregate
ASTM C 88
(1998) Soundness of Aggregates by
Use of Sodium Sulfate or Magnesium
Sulfate
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ASTM C 117
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(1995) Materials Finer than 75-um
(No. 200) Sieve in Mineral Aggregates
by Washing
ASTM C 127
(1996) Specific Gravity and
Absorption of Coarse Aggregate
ASTM C 128
(1993) Specific Gravity and
Absorption of Fine Aggregate
ASTM C 131
(1996) Resistance to
Degradation of Small-Size Coarse
Aggregate by Abrasion and Impact in the
Los Angeles Machine
ASTM C 136
(1996a) Sieve Analysis of
Fine and Coarse Aggregates
ASTM C 183
(1983 R 95) Sampling and
Acceptance of Hydraulic Cement
ASTM D 5
(1995) Penetration of Bituminous
Materials
ASTM D 75
(1987 R 92) Sampling Aggregates
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ASTM D 140
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(1993) Sampling Bituminous
Materials
ASTM D 242
(1995) Mineral Filler for
Bituminous Paving Mixtures
ASTM D 422
(1963; R 90) Particle-Size
Analysis of Soils
ASTM D 946
(1982 R 93) Penetration - Graded Asphalt
Cement for Use in Pavement Construction
ASTM D 1250
(1980; R 97) Petroleum Measurement
Tables
ASTM D 1559
(1989) Resistance to Plastic Flow of
Bituminous Mixtures Using Marshall
Apparatus
ASTM D 1856
(1995a) Recovery of Asphalt
from Solution by Abson Method
ASTM D 2041
(1995) Theoretical Maximum Specific
Gravity of Bituminous Paving Mixtures
ASTM D 2172
(1995) Quantitative Extraction of
Bitumen from Bituminous Paving Mixtures
ASTM D 2216
(1992) Laboratory Determination of
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Water (Moisture) Content of Soil, Rock,
and Soil-Aggregate Mixtures
ASTM D 2726
(Rev A 1996)
Bulk Specific Gravity
and Density of Compacted Bituminous
Mixtures Using Saturated Surface-Dry
Specimens
ASTM D 3381
(1996) Viscosity - Graded Asphalt
Cement for Use in Pavement Construction
ASTM D 3515
(1996) Hot-Mixed, Hot-Laid
MILITARY STANDARDS (MIL-STD)
MIL-STD-620
(Rev. A; Notice 1) Test Methods for
Bituminous Paving Materials
U.S. ARMY CORPS OF ENGINEERS,
WATERWAYS EXPERIMENT STATION (CEWES)
CEWES CRD-C 119
(1953; Rev. Jun. 1963) Handbook for
Concrete Cement, Flat and Elongated
Particles in Coarse Aggregate
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TEXAS DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS
(2004) Standard Specifications for
Construction of Highways, Streets and
Bridges
1.3
UNIT PRICES
1.3.1
Measurement
1.3.1.1
Hot Mix Asphaltic Concrete - The amount paid for bituminous mixture
shall be by the ton and that the ton weight will consist of 2,000 pounds per
ton.
Bituminous mixture shall be weighed after mixing.
No deduction will
be made for weight of bituminous materials incorporated herein.
The
contract unit price for hot mix asphaltic concrete shall apply to any
combination of bitumen, type of asphalt, or aggregate gradation specified
herein.
1.3.1.2
Correction Factor for Aggregates Used - Quantities of paving
mixtures called for are based on aggregates having a specific gravity of
2.70 as determined in accordance with the Apparent Specific Gravity
paragraphs in ASTM C 127 and ASTM C 128.
Correction in tonnage of wearing
course mixtures shall be made to compensate for the difference in the
tonnage of mixtures used in the project, when specific gravities of
aggregates used in mixtures are more than 2.75 and less than 2.65. Tonnage
paid for will be the number of tons used, proportionately corrected for
specific gravities, using 2.70 as the base correctional factor.
1.3.2
Payment
Quantities of wearing-course mixtures, determined as specified above, will
be paid for at respective contract unit prices.
Payment shall constitute
full compensation for preparing or reconditioning the base course or
existing pavement; for furnishing all materials, equipment, plant, and
tools; and for labor and other incidentals necessary to complete the work
required.
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SUBMITTALS
The following shall be submitted in accordance with Section 01300
SUBMITTALS: Mix designs must be submitted ten calendar days per task order and
prior to use.
Records
Test Reports
Waybills and delivery tickets shall be submitted to the Contracting
Officer during progress of the work.
1.5
1.5.1
General
The bituminous plant shall be of such capacity to produce the quantities of
bituminous mixtures required.
Hauling equipment, paving machines, rollers,
miscellaneous equipment, and tools shall be provided in sufficient numbers
and capacity and in proper working condition to place the bituminous paving
mixtures at a rate equal to the plant output.
1.5.1.1 Recording Device and Record Printer - If a surge-storage system is
used, an automatic recording device and a digital record printer shall be
provided to indicate the date, project identification number, vehicle
identification, total mass of the load, tare mass of the vehicle, the mass
of asphaltic mixture in each load and the number of
loads for the day.
When surge-storage is not used, batch mass will be used as the basis for
payment and automatic recording devices and automatic digital record
printers in accordance with Item 520, “Weighing and Measuring Equipment”
(TSDHSB), shall be required.
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1.5.2
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Straightedge
The Contractor shall furnish and maintain at the site, in good condition,
one 10-foot straightedge for each bituminous paver. The straightedge shall
be made available for Government use. Straightedges shall be constructed of
aluminum or other lightweight metal and shall have blades of box or
box-girder cross section with flat bottom reinforced to insure rigidity and
accuracy. Straightedges shall have handles to facilitate movement on
pavement.
1.6
WEATHER LIMITATIONS
Unless otherwise directed, bituminous courses shall not be constructed when
temperature of the surface of the existing pavement or base course is below
40 degrees F.
1.7
PROTECTION OF PAVEMENT
After final rolling, no vehicular traffic of any kind shall be permitted on
the pavement until the pavement has cooled to 140 degrees F.
1.8
GRADE AND SURFACE-SMOOTHNESS REQUIREMENTS
Finished surface of bituminous courses, when tested as specified below shall
conform to grade-line and elevations shown and to surface smoothness
requirements specified.
1.8.1
Surface Smoothness
When a 10-foot straightedge is laid on the surface parallel with the
centerline of the paved area or transverse from crown to pavement edge, the
surface shall vary not more than 1/8 inch from the straightedge. Contractor
shall supply a rideability test based on standard practices done by a certified
official third party for all road work.
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Sampling and testing shall be the responsibility of the contractor. Sampling
and testing shall be performed by an approved commercial testing laboratory
or by the Contractor subject to approval.
Unless otherwise specified,
sampling shall be in accordance with ASTM D 75 for aggregates, ASTM C 183
for mineral filler, and ASTM D 140 for bituminous material.
Copies of test
results shall be furnished to the Contracting Officer. Approval of a source
does not relieve the Contractor’s responsibility for delivery at the job
site of materials meeting the requirements herein.
1.9.1
Tests Required
1.9.1.1
Plant Mix
1.9.1.1.1
Hot bin gradations (cold-feed gradation when drum mix plant is
used), shall be tested in accordance with ASTM C 117. A minimum of one test
will be conducted for every 1000 tons of hot-mix asphalt placed or fraction
thereof. Minimum of 1 test per day.
1.9.1.1.2
Marshall
1559.
At least one set
hot-mix asphalt placed.
specimens per set) shall
of mix placed.
Specimens shall be taken in accordance with ASTM D
of specimens shall be taken for each 1000 tons of
However, not less than two sets of specimens (three
be taken in any one day regardless of the quantity
1.9.1.1.3
Asphalt extractions shall be performed in accordance with ASTM D
2172, Method A or B or TEX -236-F.
One asphalt extraction for each 1000
tons or fraction thereof.
Nuclear density test will be acceptable for all
field density tests. Minimum of 2 tests per day.
1.9.1.1.4
Field density tests shall be conducted in accordance with ASTM D
2726.
A minimum of one set of tests (1 mat test, 1 joint test) will be
conducted for every 1000 tons of wearing course mix placed or fraction
thereof. Minimum of 2 tests per day.
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1.9.1.1.5
Thickness measurements shall be taken at a minimum of one
measurement for each 100 tons of mix placed. Minimum of 5 tests per day.
1.9.1.1.6
Maximum Specific Gravity (Rice Method) shall be conducted in
accordance with ASTM D 2041. One test per 1000 tons. Minimum of 1 test per
day.
1.10
DELIVERY, STORAGE, AND HANDLING OF MATERIALS
1.10.1
Mineral Aggregates
Mineral aggregates shall be delivered to the site of the bituminous mixing
plant and stockpiled in such manner as to preclude fracturing of aggregate
particles,
segregation,
contamination,
or
intermingling
of
different
materials in the stockpiles or cold-feed hoppers. Mineral filler shall be
delivered, stored, and introduced into the mixing plant in a manner to
preclude exposure to moisture or other detrimental conditions.
1.10.2
Bituminous Materials
Bituminous materials shall be maintained at appropriate temperature during
storage but shall not be heated by application of direct flame to walls of
storage tanks or transfer lines.
Storage tanks, transfer lines, and weigh
buckets shall be thoroughly cleaned before a different type or grade of
bitumen is introduced into the system. The asphalt cement shall be heated
sufficiently to allow satisfactory pumping of the material; however, the
storage temperature shall be maintained below 300 degrees F.
1.11
ACCESS TO PLANT AND EQUIPMENT
The Contracting Officer shall have access at all times to all parts of the
paving plant for checking adequacy of the equipment in use; inspecting
operation of the plant; verifying weights, proportions, and character of
materials; and checking temperatures maintained in preparation of the
mixtures.
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WAYBILLS AND DELIVERY TICKETS
Before a final payment estimate is processed for payment on each task order,
the Contractor shall file with the Contracting Officer certified waybills
and certified delivery tickets for all aggregates and bituminous materials
actually used in construction.
PART 2
2.1
PRODUCTS
HOT-MIX SURFACE COURSE
Bituminous hot-mix surface course shall conform to the requirements of the
TSDHPT Standard Specification for "Hot-Mix Asphaltic Concrete Pavement,"
Item 340, except as specified hereinafter except for the material stability
testing.
2.1.1
Asphalt
Asphalt material for the surface course shall be asphalt cement PG64-22
conforming to the TSDHPT Standard Specifications for "Asphalts, Oils, and
Emulsions," Item 300.
Asphalt material shall come from a source approved
for use by the TSDHPT. The seal number from the tank and the number of the
TSDHPT laboratory test report shall be furnished to the Contracting Officer.
2.1.2
Paving Mixture Types
The aggregate gradation of the job-mix formula shall conform to the master
grading limits shown in Table 2 for the type of mix specified. For paving
mixtures the mix specified shall be Type “C” or “D”.
Leveling course shall
be Type “F”.
TABLE 2
MASTER GRADING
PERCENT PASSING BY WEIGHT OR VOLUME
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______________________________________________________________________
TYPE
A
B
C
D
F
Sieve
Size
Course
Base
Fine
Base
Course
Fine
Fine
Surface
Surface
Mixture
______________________________________________________________________________
1-1/2”
100
______________________________________________________________________________
1-1/4”
95-100
______________________________________________________________________________
1”
100
_____________________________________________________________________________
7/8”
70-90
95-100
100
______________________________________________________________________________
5/8”
75-95
95-100
______________________________________________________________________________
1/2”
50-70
100
______________________________________________________________________________
3/8”
60-80
70-85
85-100
100
______________________________________________________________________________
1/4”
95-100
______________________________________________________________________________
No.4
30-50
40-60
43-63
50-70
______________________________________________________________________________
No.10
20-34
27-40
35-40
35-42
32-42
______________________________________________________________________________
No. 40
5-20
10-25
10-25
11-26
9-24
______________________________________________________________________________
No. 80
2-12
3-13
3-13
4-14
3-13
______________________________________________________________________________
No. 200
1-6*
1-6*
1-6*
1-6*
1-6*
______________________________________________________________________________
VMA
% Minimum
11
12
13
14
15
_____________________________________________________________________________
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* 2-8 when Test Method Tex-200-F, Part II (Washed Sieve Analysis is used.
2.2
PROPORTIONING OF MIXTURE
2.2.1
Job Mix Formula (JMF)
The JMF for the bituminous mixture will be furnished to the Contracting
Officer by the Contractor.
No JMF shall be allowed that is more than one
(1) year past its design date unless specific written permission is given by
the Contracting Officer. No payment will be made for mixtures produced
prior to the approval of the JMF. The formula will indicate the percentage
of mineral filler, the percentage of each size aggregate, the percentage of
bitumen, and the temperature of the completed mixture when discharged from
the mixer. The tolerance given in TSDHPT Specification, Item 340 will be
allowed for asphalt content, temperature, and aggregate gradation for tests
conducted on the mix as discharged from the mixing plant.
Bituminous mix
that deviates more than 25 degrees F from the JMF shall be rejected. The JMF
may be adjusted during construction to improve paving mixtures, as directed,
without adjustments in the contract unit prices.
2.2.1.1
Tolerances - The gradation of the aggregate and the asphalt cement
content of the produced mixture shall not vary from the job-mix formula by
more than the tolerances allowed herein.
When within applied tolerances,
the gradation of the produced mixture may fall outside the master grading
limits for any of the sieve sizes from the largest sieve size on which
aggregate may be retained down through the No. 80 sieve. Only the quantity
of aggregate passing the No. 200 sieve is further restricted to conform to
the master grading limitations shown in TABLE 2 or as modified in Test
Method Tex-229-F.
A tolerance of two(2) percent is allowed on the sieve
size for each mixture type which shows 100 percent passing in Table 2.
Tolerance
Percent by Mass
Or
Volume as Applicable
Passing the 1-1/4” to No. 10 sieve.................Plus or Minus 5
Passing the No. 40 to No. 200 sieve................Plus or Minus 3
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Asphalt, mass ..................................Plus or Minus 0.25
Asphalt, volume.................................Plus or Minus 1.2
2.2.2
Test Properties of Bituminous Mixtures
Finished mixture shall meet requirements described below when tested in
All samples for low pressure tires (200 psi
and less) shall be compacted with 50 blows of specified hammer on each side
of the sample.
All samples for high pressure tire (over 200 psi) shall be
compacted with 75 blows of specified hammer on each side of the sample. When
bituminous mixture fails to meet the requirements specified below, the
paving operation shall be stopped until the cause of noncompliance is
determined and corrected.
2.2.2.1
Stability, Flow, and Voids - Requirements for stability, flow, and
voids are shown in TABLES I and II nonabsorptive and absorptive aggregates,
respectively.
TABLE I.
NONABSORPTIVE-AGGREGATE MIXTURE
Type "A"
Type "B"
High Pressure
Low Pressure
200 psi & over
under 200 psi
Stability minimum, pounds
Flow maximum, 1/100-inch units
Voids total mix, percent (1)
Voids filled with bitumen, percent (2)
TABLE II.
1800
500
16
20
3-5
3-5
70-80
75-85
ABSORPTIVE-AGGREGATE MIXTURE
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Stability minimum, pounds
Flow maximum, 1/100-inch units
total mix, percent (1)
with bitumen, percent (2)
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Type "A"
Type "B"
High Pressure
Low Pressure
200 psi & over
under 200 psi
1800
500
16
20
4-6
2-4
55-75
80-90
2.2.2.1.1
When the water absorption value of the entire blend of aggregate
does not exceed 2.5 percent as determined in accordance with ASTM C 127 and
ASTM C 128, the aggregate is designated as nonabsorptive. The theoretical
specific gravity computed from the apparent specific gravity or ASTM D 2041
will be used in computing voids total mix and voids filled with bitumen, and
the mixture shall meet requirements in TABLE I.
Type "A" for high pressure
tires shall only be used when specified in the task order.
2.2.2.1.2
When the water absorption value of the entire blend of aggregate
exceeds 2.5 percent as determined in accordance with ASTM C 127 and ASTM C
128, the aggregate is designated as absorptive. The theoretical specific
gravity computed from the bulk-impregnated specific gravity method contained
in MIL-STD-620, Method 105, or ASTM D 2041 shall be used in computing
percentages of voids total mix and voids filled with bitumen; the mixture
shall meet requirements in TABLE II. Type "A" for high pressure tires shall
only be used when specified in the task order.
2.2.2.2
Stability - The index of retained stability must be greater than 75
percent as determined by MIL-STD-620, Method 104.
When the index of
retained stability is less than 75, the aggregate stripping tendencies may
be countered by the use of hydrated lime or by treating the bitumen with an
approved anti-stripping agent.
The hydrated lime is considered as mineral
filler and should be considered in the gradation requirements. The amount of
hydrated lime or anti-stripping agent added to bitumen shall be sufficient,
as approved, to produce an index of retained stability of not less than 75
percent.
No additional payment will be made to the Contractor for addition
of anti-stripping agent required.
PART 3
EXECUTION
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3.1
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BASE COURSE CONDITIONING
The surface of the base course will be inspected for adequate compaction and
surface tolerances specified in Section 0022 Flexible Base Material.
3.2
EXISTING PAVEMENT CONDITIONING
Existing pavement or previously laid binder course shall be thoroughly
cleaned of all dirt and foreign material, and all traffic buttons shall be
removed.
Any loose or cracked surfacing material shall be removed, and all
holes or depressions shall be repaired by cleaning and leveling with
approved asphaltic concrete and thoroughly tamping or rolling to provide
compaction.
All manholes and valve boxes within the area to be surfaced
will be adjusted to the new finished grade in conformance with SECTION 0066
VALVEBOX AND MANHOLE ADJUSTMENT.
Tack coat shall be applied conforming to
the requirements of SECTION 0026 Prime & TACK COAT.
3.3
PREPARATION OF BITUMINOUS MIXTURES
Rates of feed of aggregates shall be regulated so that the moisture content
and
temperature
of
aggregates
will
be
within
specified
tolerances.
Aggregates, mineral filler, and bitumen shall be conveyed into the mixer in
proportionate quantities required to meet the JMF. Mixing time shall be as
required to obtain a uniform coating of the aggregate with the bituminous
material.
Temperature of bitumen at time of mixing shall not exceed 300
degrees F.
Temperature of aggregate and mineral filler in the mixer shall
not exceed 325 degrees F when bitumen is added.
Overheated and carbonized
mixtures or mixtures that foam shall not be used.
3.4
WATER CONTENT OF AGGREGATES
Drying operations shall reduce the water content of mixture to less than
0.75 percent.
The water content test will be conducted in accordance with
ASTM D 2216; the weight of the sample shall be at least 500 grams.
If the
water content is determined on hot bin samples, the water content will be a
weighted average based on composition of blend.
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3.5
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STORAGE OF BITUMINOUS PAVING MIXTURE
Storage shall conform to the applicable requirements of ASTM D
however, in no case shall the mixture be stored for more than 4 hours.
3.6
3515;
TRANSPORTATION OF BITUMINOUS MIXTURE
Transportation from paving plant to site shall be in trucks having tight,
clean, smooth beds lightly coated with an approved releasing agent to
prevent adhesion of the mixture to the truck bodies. Excessive releasing
agent shall be drained prior to loading.
Each load shall be covered with
canvas or other approved material of ample size to protect mixture from
weather and to prevent loss of heat. Under no circumstance shall the cover
be removed until the load is ready to be unloaded into the paving machine.
Loads that have crusts of cold, unworkable material or that have become wet
will be rejected.
Hauling over freshly placed material will not be
permitted.
3.7
SURFACE PREPARATION OF UNDERLYING COURSE
Prior to placing of the intermediate or wearing course, the underlying
course shall be cleaned of all foreign or objectionable matter with power
brooms and hand brooms.
3.8
AREAS TO RECEIVE NEW TRAFFIC SIGNAL WIRES
Areas in which new traffic signal wires are to be placed (by the Government)
shall be protected from all traffic until asphalt is placed.
3.9
PRIME COATING
Surfaces of previously constructed base course shall be sprayed with a coat
of bituminous material conforming to Section 0026 PRIME & TACK COAT. Curb
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and gutter shall be protected during the application process so as not to
receive any material that will be visible after the asphalt is placed.
3.10
TACK COATING
Contact surfaces of previously constructed pavement, curbs, manholes, and
other structures shall be sprayed with a thin coat of bituminous material
conforming to Section 0026 PRIME & TACK COAT. Curb and gutter shall be
protected during the application process so as not to receive any material
that will be visible after the asphalt is placed.
3.11
PLACING
Bituminous courses shall be constructed only when the base course or
existing pavement has no free water on the surface.
Bituminous mixtures
shall not be placed without ample time to complete spreading and rolling
during daylight hours, unless approved satisfactory artificial lighting is
provided.
3.11.1
Offsetting Joints
The wearing course shall be placed so that longitudinal joints of the
wearing course will be offset from joints in the intermediate course by at
least 1 foot. Transverse joints in the wearing course shall be offset by at
least 2 feet from transverse joints in the intermediate course.
3.11.2
General Requirements for Use of Mechanical Spreader
Range of temperatures of mixtures, when dumped into the mechanical spreader,
shall be as determined by the Contracting Officer. Mixtures having
temperatures less than 225 degrees F when dumped into the mechanical
spreader shall not be used.
The mechanical spreader shall be adjusted and
the speed regulated so that the surface of the course being laid will be
smooth and continuous without tears and pulls, and of such depth that, when
compacted, the surface will conform to the cross section indicated. Placing
with respect to center line areas with crowned sections or high side of
areas with one-way slope shall be as directed. Placing of the mixture shall
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be as nearly continuous as possible, and speed of placing shall be adjusted,
as directed, to permit proper rolling. The wings of the spreader shall not
be folded up during the paving operation. When segregation occurs in the
mixture during placing, the spreading operation shall be suspended until the
cause is determined and corrected.
3.11.3
Placing Strips Succeeding Initial Strips
In placing each succeeding strip after initial strip has been spread and
compacted as specified below, the screed of the mechanical spreader shall
overlap the previously placed strip 2 to 3 inches and be sufficiently high
so that compaction produces a smooth dense joint. Mixture placed on the edge
of a previously placed strip by the mechanical spreader shall be pushed back
to the edge of the strip by use of a lute. Excess mixture shall be removed
and wasted.
3.11.4
Hand spreading in Lieu of Machine Spreading
In areas where the use of machine spreading is impractical, the
mixture shall be spread by hand.
prevent segregation.
Spreading shall be in a manner to
The mixture shall be spread uniformly with hot
rakes in a loose layer of thickness that, when compacted, will conform
to required grade, density, and thickness.
Under no circumstance shall material be broadcast across the un-compacted
mat, as this creates unnecessary segregation in the final product.
3.12
COMPACTION OF MIXTURE
Rolling shall begin as soon after placing as the mixture will bear a roller
without undue displacement.
Delays in rolling freshly spread mixture will
not be permitted.
After initial rolling, preliminary tests of crown, grade,
and smoothness shall be made by the Contractor. Deficiencies shall be
corrected so that the finished course will conform to requirements for grade
and smoothness specified herein. After the Contractor is assured of meeting
crown, grade, and smoothness requirements, rolling shall be continued until
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a mat density of 97.0 to 100.0 percent and a joint density of 95.0 to 100.0
percent of density of laboratory-compacted specimens of the same mixture is
obtained.
Places inaccessible to rollers shall be thoroughly compacted with
hot hand tampers.
3.12.1
Correcting Deficient Areas
Mixtures that become contaminated or are defective shall be removed to the
full thickness of the course.
Edges of the area to be removed shall be cut
so that sides are perpendicular and parallel to the direction of traffic and
so that the edges are vertical.
Edges shall be sprayed with bituminous
materials conforming to Section 0026 PRIME & TACK COAT. Fresh paving mixture
shall be placed in the excavated areas in sufficient quantity so that the
finished surface will conform to grade and smoothness requirements.
Paving
mixture shall be compacted to the density specified herein.
Skin patching
of an area that has been rolled shall not be permitted.
3.13
JOINTS
3.13.1
General
Joints between old and new pavements, between successive work days, or
joints that have become cold (less than 175 degrees F) shall be sawed back
to insure continuous bond between the old and new sections of the course.
All joints shall have the same texture and smoothness as other sections of
the course.
Contact surfaces of previously constructed pavements coated by
dust, sand, or other objectionable material shall be cleaned by brushing or
shall be cut back as directed.
When directed by the Contracting Officer,
the surface against which new material is placed shall be sprayed with a
thin, uniform coat of bituminous material conforming to Section 00265 PRIME
& TACK COAT.
Material shall be applied far enough in advance of placement
of a fresh mixture to insure adequate curing. Care shall be taken to prevent
damage or contamination of the sprayed surface.
3.13.2
Transverse Joints
The roller shall pass over the unprotected end of a strip of freshly placed
material only when placing is discontinued or delivery of the mixture is
interrupted to the extent that the material in place may become cold.
In
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all cases, prior to continuing placement, the edge of previously placed
pavement shall be cut back to expose an even vertical surface for full
thickness of the course. In continuing placement of a strip, the mechanical
spreader shall be positioned on the transverse joint so that sufficient hot
mixture will be spread to obtain a joint after rolling that conforms to the
required density and smoothness specified herein.
3.13.3
Longitudinal Joints
Edges of a previously placed strip shall be prepared such that the pavement
in and immediately adjacent to the joint between this strip and the
succeeding strip meets the requirements for grade, smoothness, and density.
3.14
3.14.1
Reduced Payment for Material Failing to Meet Specifications
Lot Evaluation:
Definition: A lot is defined as 200 tons or a fraction thereof. In order to
evaluate aggregate gradation, asphalt content, and density; each lot will be
divided into four equal sub-lots.
For density determination, one random
sample shall be taken from the mat, and one random sample shall be taken
from the joint of each sub-lot.
A coring machine will be used for taking
mat and joint samples from the completed pavement.
Core samples will be
taken with the coring machine centered over the joint.
After air drying to
a constant weight, random samples obtained from the mat shall be used for
density determination in accordance with ASTM D 2726.
Samples for
determining asphalt content and aggregate gradation shall be taken from
loaded trucks within each sub-lot.
Asphalt content shall be determined in
accordance with ASTM D 2172, Method A or B or TEX-236-F.
Aggregate
gradation shall be determined for the mix by testing the recovered aggregate
in accordance with ASTM C 117.
3.14.2
Lot Failure
When a lot of material fails to meet the specification requirements, that
lot shall be removed and replaced or accepted at a reduced price. The lowest
percent payment for any pavement characteristic (i.e., gradation, asphalt
content, and density) defined below shall be the percent payment for that
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lot.
The percent payment is based on the pavement characteristics and the
contract unit price.
3.14.3
Optional Sampling and Testing
The Contracting Officer reserves the right to sample and test any area which
appears to deviate from the specification requirements.
Testing in these
areas will be the same as those for a lot.
3.14.4
Aggregate Gradation
The mean absolute deviation of the four sub-lot aggregate gradations from
the JMF for each sieve size will be evaluated and compared with TABLE V. The
percent payment based on aggregate gradation shall be the lowest value
determined for any sieve size in TABLE V. All tests for aggregate gradation
will be completed and reported within 24 hours after completion of
construction of each lot.
The computation of mean absolute deviation for
one sieve size is illustrated below:
Example:
gradation
Assume the following JMF and sub-lot test results for aggregate
Percent by Weight Passing Sieves
Sieve
Test
Test
Test
Test
Size
JMF
No. 1
No. 2
No. 3
No. 4
3/4 inch
100
100
100
100
100
1/2 inch
88
87
88
90
88
3/8 inch
75
72
77
78
74
No. 4
64
60
65
67
62
No. 8
53
50
56
57
52
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No. 16
42
39
44
45
41
No. 30
32
30
34
35
32
No. 50
20
17
20
22
21
No. 100
10
8
10
10
11
No. 200
6
4
7
8
6
Mean Absolute Deviation (No. 200) sieve =
((Absolute value of 4-6) + (Absolute value of 7-6) + (Absolute value of
8-6) + (Absolute value of 6-6))/4 = (2 + 1 + 2 + 0)/4 = 1.25
The mean absolute deviation for other sieve sizes can be determined in a
similar way for this example to be:
____
Sieve
3/4
1/2
3/8
Size
____
inch
____
inch
____
inch
____
0.75
2.25
Mean
0
No.4
____
2.50
No.8
_____
2.75
No.16
_____
2.25
No.30
_____
1.75
No.50
No.100
______
1.50
0.75
Absolute
Deviation
The least percent payment based on any sieve size listed in TABLE V would be
98 percent for the (No. 200) sieve.
Therefore for this example the percent
payment based on aggregate gradation is 98 percent.
TABLE V.
PERCENT PAYMENT BASED ON MEAN ABSOLUTE DEVIATION
OF AGGREGATE GRADATIONS FROM JMF
Sieve
Percent Payment Based On Mean Absolute Deviation from JMF
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Size
0.1-1.0
1.1-2.0
2.1-3.0
3.1-4.0
4.1-5.0
5.1-6.0
Above 6.0
_____
_______
_______
_______
_______
_______
_______
_________
3/4 inch
100
100
100
100
98
95
90
1/2 inch
100
100
100
100
98
95
90
3/8 inch
100
100
100
100
98
95
90
No. 4
100
100
100
100
98
95
90
No. 8
100
100
100
98
95
90
reject
No. 16
100
100
100
98
95
90
reject
No. 30
100
100
100
98
95
90
reject
No. 50
100
100
100
98
95
90
reject
No. 100
100
98
95
90
90
No. 200
100
98
90
3.14.5
reject
reject
reject
reject
reject
reject
Asphalt Content
The mean absolute deviation of the four asphalt contents from the JMF will
be evaluated and compared with TABLE VI.
The percent payment based on
asphalt content shall be the value determined in TABLE VI.
Asphalt content
tests shall be completed and reported within 24 hours after construction of
the lot.
TABLE VI.
PERCENT PAYMENT BASED ON ASPHALT CONTENT
Mean Absolute Deviation of Extracted
Asphalt Content from JMF
Percent Payment
________________________
________________
less than 0.25
0.25-0.30
100
98
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0.31-0.35
95
0.36-0.40
90
above 0.40
3.14.6
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reject
Density
The average mat and joint densities will be expressed as a percentage of the
laboratory density.
The laboratory density for each lot will be determined
in accordance with ASTM D 1559 from four sets of laboratory samples.
One
sample will be obtained from each of the four sub-lots and will be divided
into three specimens to produce one set of laboratory samples.
Laboratory
samples will be prepared from asphalt mixture which has not been reheated.
Samples will be compacted at 121.1 degrees C (250 degrees F) within 2 hours
of the time the mixture was prepared at the asphalt plant.
3.14.6.1
Field Density - The field density will be determined and compared
with TABLE VII.
The percent payment based on density shall be the lowest
value determined from TABLE II.
The percent payment based on mat density
will be for all of the material placed in the lot.
The percent payment
based on joint density will before the amount of material represented by an
area equal to the lot will be for the amount of material represented by an
area equal to the lot joint length by (10 Feet) wide not to exceed the lot
size.
TABLE VII.
Average Mat Density
PERCENT PAYMENT BASED ON DENSITY
Percent
Average Joint Density
(4 Cores)
Payment
(4 Cores)
_________
_______
_________
97.0-100.0
96.9
96.8-100.1
96.7
100.0
95.0-100.0
100.0
94.9
99.9
94.8
99.8
94.7
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96.6-100.2
96.5
96.4-100.3
96.3
96.2-100.4
96.1
96.0-100.5
95.9
95.8-100.6
95.7
95.6-100.7
95.5
95.4-100.8
95.3
95.2-100.9
95.1
95.0-101.0
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99.6
94.6
99.4
94.5
99.1
94.4
98.7
94.3
98.3
94.2
97.8
94.1
97.3
94.0
96.3
93.9
94.1
93.8
92.2
93.7
90.3
93.6
87.9
93.5
85.7
93.4
83.3
93.3
80.6
93.2
78.0
93.1
75.0
93.0
below 95.0,
above 101.0
reject
below 93.0
3.14.6.2
Lot Density - All density results on a lot will be completed and
reported within 24 hours after construction of that lot.
When the
Contracting Officer considers it necessary to take additional samples for
density measurements, samples will be taken in groups of four (one for each
sub-lot). The percent payment will be determined for each additional group
of four samples and averaged with the percent payment for the original group
to determine the final percent payment.
The Contractor shall fill all
sample holes with hot mix and compact.
3.15
Cure Time For Paint Striping
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When paint striping is required for newly applied asphaltic concrete a
thirty (30) day cure time is required prior to the application of the
paint stripe material.
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SECTION
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0028
ASPHALT STABILIZED BASE
(Plant Mix)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0028 Asphalt Stabilized Base
REFERENCES
Texas Department of Transportation Standard Specifications for Construction
and Maintenance of Highways, Streets, And Bridges (2004) in its entirety.
Also, the specification Item 340 Type B will be used.
1.3
DESCRIPTION
This Item shall govern for the construction of a base course, subbase course or
foundation course, each course being composed of a compacted mixture of
aggregate and asphalt cement mixed hot in a mixing plant, in accordance with
the details shown on the plans and the requirements herein.
1.4
MATERIALS
The Contractor shall furnish materials to the project meeting the following
requirements prior to mixing. Additional test requirements affecting the
quality of individual materials, or the stabilized base, may be required when
indicated on the plans.
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1.4.1
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Aggregate
1.4.1.1
Description - The aggregate shall be composed of one or more virgin
(not previously used in construction) aggregates.
1.4.1.2
Combined Materials - Where more than one virgin aggregate is used,
test samples of each virgin aggregate will be proportionately combined prior to
testing for Table 1 requirements, except for Los Angeles Abrasion, and crushed
face requirements, unless otherwise shown on the plans.
1.4.1.3
Quality - Virgin aggregate for Grades 1 through 3 shall meet the
quality requirements shown in Table 1.
Grade 4 aggregate shall meet the
quality requirements shown on the plans.
TABLE 1
AGGREGATE
QUALITY REQUIREMENTS*
Test
Requirement
Method
Value
Los Angeles Abrasion**,
percent, maximum
Tex-410-A
50
Wet Ball Mill Value***,
maximum
Tex-116-E
50
20
Maximum increase Passing
425 m
Plasticity Index,
maximum****
Tex-106-E
10
Liquid Limit,
maximum****
Tex-104-E
40
Sand Equivalent Value,
minimum
Tex-203-F
40
* Sampled during delivery to the plant, from the stockpile or from the
cold feed, unless
otherwise shown on the plans.
** Determined on individual materials when more than one material is to be
used.
*** May be used in lieu of Los Angeles Abrasion when shown on the plans.
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**** Sample preparation will be in accordance with Test Method Tex-101-E.
1.4.1.4
Crushed Faces - When shown on the plans, virgin gravel shall be so
crushed as to have a minimum of 60 percent of the particles retained on the
4.75 millimeter sieve with two or more mechanically induced crushed faces, as
determined by Test Method Tex-460-A (Part I).
1.4.2 Asphaltic Material
1.4.2.1
Asphaltic Stabilized Mixture - Asphalt cement for the asphaltic
stabilized mixture shall be AC-20 and shall meet the requirements of Item 300,
“Asphalts, Oils and Emulsions”(TSDHSB).
The Contractor shall notify the
Contracting Officer of the source of the asphaltic material prior to design of
the asphaltic stabilized mixture. This source shall not be changed during the
course of the project without the authorization of the Contracting Officer.
Should the source of asphaltic material be changed, the moisture resistance of
the new material combination will be evaluated to verify that the requirements
of Sub article 345.3(1) are met.
1.4.2.2
Tack Coat - Asphaltic materials shown on the plans or approved by
the Contracting Officer shall meet the requirements of Item 300, "Asphalts,
Oils and Emulsions"(TSDHSB).
1.4.3
Additives
Additives to facilitate mixing and/or improve the quality of the asphaltic
mixture or tack coat shall be used when noted on the plans or may be used with
the authorization of the Contracting Officer.
Unless otherwise shown on the plans, the Contractor may choose to use either
lime or liquid anti-stripping agent to reduce the moisture susceptibility of
the aggregate. The evaluation and addition of anti-stripping agent will be in
accordance with Item 301, "Asphalt Anti-stripping Agents"(TSDHSB).
1.5
ASPHALT STABLIIZED MIXTURES
The asphalt stabilized mixtures shall consist of a uniform mixture
aggregate, hot asphalt cement, and additives if allowed or required.
of
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An asphalt mixture design is a laboratory process which includes the
determination of the quality of the asphalt and the aggregates, and the testing
of the combined mixture.
1.5.1
Mixture Design
The mix shall be designed in accordance with test method ASTM 1559 to conform
with the requirements herein. The Contractor shall furnish the mix design for
the mixture to the Contracting Officer for approval.
When properly proportioned, for the grade specified, the blend of aggregates
shall produce an aggregate gradation which will conform to the limits of the
master grading shown in Table 2.
The gradation of the aggregate will be
determined in accordance with Test Method Tex-200-F, Part I (Dry Sieve
Analysis).
Unless otherwise shown on the plans, the mixture of aggregate, asphalt and
additives proposed for use will be evaluated in the design stage for moisture
susceptibility,
in
accordance
with
Item
301,
"Asphalt
Anti-stripping
Agents"(TSDHSB).
The Contracting Officer may waive this test if a similar
design, using the same ingredients, has proven satisfactory.
To substantiate the design, trial mixtures shall be produced and tested using
all of the proposed project materials and equipment prior to any placement.
The Contracting Officer may waive trial mixtures if similar designs have proven
satisfactory.
The mixture shall contain between 3.0 and 9.0 percent asphalt when designed in
accordance with Test Method ASTM-D-1559.
At optimum asphalt content, the
design specimens shall have the following minimum strength:
50 BLOW MARSHALL STABILITY - 500 MINIMUM
Flow - 20 maximum
In-place Voids %- 2 - 8
1.5.2
Grades
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The aggregate gradation shall conform to the master grading limits shown in
Table 2 for the grade of mix specified. Aggregate gradation No. 2 shall be
used for this specification.
TABLE 2
MASTER GRADING
PERCENT PASSING BY MASS
GRADE
Sieve
Size
1
45 mm
2
3
100
100
AS
SHOWN
ON
PLANS
37.5
mm
100
90-100
25.0 90-100
mm
9.5 mm 45-70
4.75
mm
425
1.5.3
30-55 25-55
m 15-30 15-40 15-40
Tolerances
Gradation approval may be based on stockpile samples if a single stockpile is
used. If more than one stockpile is used, the mixture will be tested in
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accordance with Test Method Tex-210-F or Test Method Tex-228-F will be used in
conjunction with combined cold feed belt samples tested in accordance with Test
Method Tex-229-F. Other methods of proven accuracy may be used. The method of
test will be determined by the Contracting Officer. However, mixtures produced
by weigh-batch plants will be tested for gradation in accordance with Test
Method Tex-210-F. The gradation of the aggregate shall not vary from the
master grading limits for the specified grade except that a tolerance of two
(2) percent is allowed on the sieve size for each mixture grade which shows 100
percent passing in Table 2.
The asphalt content shall not vary by more than 0.5 percent from that
designated by the Contracting Officer using Test Method Tex-210-F or Test
Method Tex-228-F, or Tex-236-F.
When disagreements concerning determination of specification compliance occur
between allowed sampling and testing procedures, extracted aggregate testing
shall take precedence over cold feed belt sampling.
If the mixture produced varies from the master grading limits and/or the
asphalt content tolerance, adjustments shall be made by the Contractor until
the mixture meets these requirements.
1.6
EQUIPMENT
1.6.1
General
All equipment for the handling of all materials, mixing, placing and compacting
of the mixture shall be maintained in good repair and operating condition and
subject to the approval of the Contracting Officer. Any equipment found to be
defective and potentially having a negative effect on the quality of the paving
mixture will not be allowed.
1.6.2
Mixing Plants
Mixing plants may be the weigh-batch type, the modified weigh-batch type, the
drum-mix type, or the specialized recycling type. All plants shall be equipped
with satisfactory conveyors, power units, mixing equipment, aggregate handling
equipment, bins and dust collectors.
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Automatic proportioning devices are required for all plants and shall be in
accordance with Item 520, "Weighing and Measuring Equipment"(TSDHSB).
It shall be the Contractor's responsibility to provide safe and accurate means
to enable inspection forces to take all required samples, to provide permanent
means for checking the output of any specified metering device, and to perform
calibration and mass checks as required by the Contracting Officer. When cold
feed belt sampling is to be used for gradation testing, occasional stoppage of
the belt may be necessary unless other means of sampling are approved by the
When using fuel oil heavier than Grade No. 2, or waste oil, the Contractor
shall insure that the fuel delivered to the burner is at a viscosity of 100 SSU
or less, when tested in accordance with Test Method Tex-534-C, to insure
complete burning of the fuel. Higher viscosities will be allowed if
recommended by the burner manufacturer. If necessary, the Contractor shall
preheat the oil to maintain the required viscosity.
The Contractor shall provide means for obtaining a sample of the fuel, just
prior to entry into the burner, in order to perform the viscosity test. The
Contractor shall perform this test or provide a laboratory test report that
will establish the temperature of the fuel necessary to meet the viscosity
requirements. There shall be an in-line thermometer to check the temperature
of the fuel delivered to the burner.
Regardless of the burner fuel used, the burner or combination of burners and
types of fuel used shall provide a complete burn of the fuel and not leave any
fuel residue that will adhere to the heated aggregate or become mixed with the
asphalt.
1.6.2.1 Weigh-Batch Type - Cold Aggregate Bin Unit and Proportioning Device.
The cold aggregate bin unit shall be of sufficient size to store the amount of
aggregate required to keep the plant in continuous operation and of proper
design to prevent overflow of material from one bin to another. There shall be
vertical partitions between each bin and on each end of the bins of sufficient
height so that any overflow will be to the front and back and not allow
overflow to the sides or between bins. Overflow that might occur shall not
fall onto any feeder belt. The proportioning device shall provide a uniform
and continuous flow of aggregate in the desired proportion to the dryer. Each
aggregate shall be proportioned from a separate bin.
1.6.2.1.1
Dryer - The dryer shall continually agitate the aggregate during
heating. The temperature shall be controlled so that the aggregate will not be
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damaged in the drying and heating operations. The dryer shall be of sufficient
size to keep the plant in continuous operation.
1.6.2.1.2
Screening and Proportioning - The screening capacity and size of
the hot aggregate bins shall be sufficient to screen and store the amount of
aggregate required to properly operate the plant and keep the plant in
continuous operation at full capacity. The hot bins shall be constructed so
that oversize and overloaded material will be discarded through overflow
chutes. Provisions shall be made to enable inspection forces to have easy and
safe access to the proper location on the mixing plant where representative
samples may be taken from the hot bins for testing. The plant shall be
equipped with at least three hot bins.
1.6.2.1.3
Aggregate Weigh Box and Batching Scale - The aggregate weigh box
and batching scales shall be of sufficient capacity to hold and weigh a
complete batch of aggregate. The weigh box and scales shall conform to the
requirements of Item 520, "Weighing and Measuring Equipment"(TSDHSB).
1.6.2.1.4
Asphaltic Material Measuring System - If an asphaltic material
bucket and scales are used, they shall be of sufficient capacity to hold and
weigh the necessary asphaltic material for one batch. The bucket and scales
shall conform to the requirements of Item 520, "Weighing and Measuring
Equipment"(TSDHSB).
If a pressure type flow meter is used to measure the asphaltic material, the
requirements of Item 520, "Weighing and Measuring Equipment"(TSDHSB), shall
apply. This system shall include an automatic temperature compensation device
to insure a constant percent by mass of asphaltic material in the mixture.
Provisions of a permanent nature shall be made for checking the accuracy of the
asphaltic material measuring device. The asphalt line to the measuring device
shall be protected with a jacket of hot oil or other approved means to maintain
the temperature of the line near the temperature specified for the asphaltic
material.
1.6.2.1.5
Mixer - The mixer shall be of the pugmill type and shall have a
capacity of not less than 1350 kilograms (of natural-aggregate mixture) in a
single batch, unless otherwise shown on the plans. Any mixer that has a
tendency to segregate the aggregate or fails to secure a thorough and uniform
mixture with the asphaltic material shall not be used. All mixers shall be
provided with an automatic timer that will lock the discharge doors of the
mixer for the required mixing period. The dump door or doors and the shaft
seals of the mixer shall be tight enough to prevent spilling of aggregate or
mixture from the pugmill.
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1.6.2.1.6
Surge-Storage System and Scales - A surge-storage system may be
used to minimize the production interruptions during the normal day's
operations. A device such as a gob hopper or other device approved by the
Contracting Officer to prevent segregation in the surge-storage bin shall be
used. The mixture shall be weighed upon discharge from the surge-storage
system.
When a surge-storage system is used, scales shall be standard platform truck
scales or other equipment such as weigh hopper (suspended) scales and shall
conform to Item 520, "Weighing and Measuring Equipment"(TSDHSB). If truck
scales are used, they shall be placed at a location approved by the Contracting
Officer. If other weighing equipment is used, the Contracting Officer may
require mass checks by truck scales for the basis of approval of the equipment.
1.6.2.1.7
Recording Device and Record Printer - The mixture shall be
weighed for payment. If a surge-storage system is used, an automatic recording
device and a digital record printer shall be provided to indicate the date,
project identification number, vehicle identification, total mass of the load,
tare mass of the vehicle, the mass of asphaltic mixture in each load and the
number of loads for the day, unless otherwise indicated on the plans. When
surge-storage is not used, batch mass will be used as the basis for payment and
automatic recording devices and automatic digital record printers in accordance
with Item 520, "Weighing and Measuring Equipment"(TSDHSB), shall be required.
1.6.2.2
Modified Weigh-Batch Type
1.6.2.2.1
General - This plant is similar to the weigh-batch type plant.
The hot bin screens shall be removed and the aggregate controls placed at the
cold feeds. The cold feed bins shall be the same as those required for the
drum-mix type plant.
1.6.2.2.2
Cold-Aggregate Bin Unit and Feed System - The number of bins in
the cold-aggregate bin unit shall be equal to or greater than the number of
stockpiles of individual materials to be used.
The bins shall be of sufficient size to store the amount of aggregate required
to keep the plant in continuous operation and of proper design to prevent
overflow of material from one bin to another. There shall be vertical
partitions between each bin and on each end of the bins of sufficient height so
that any overflow will be to the front and back and not allow overflow to the
sides or between bins. Overflow that might occur shall not fall onto any
feeder belt. When required by the Contracting Officer, an approved stationary
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scalping screen shall be placed on top of the field sand bin to eliminate roots
and other objectionable material. The feed system shall provide a uniform and
continuous flow of aggregate in the desired proportion to the dryer. The
Contractor shall furnish a chart indicating the calibration of each cold bin in
accordance with the manufacturer's recommendations or in a method acceptable to
1.6.2.2.3
Scalping Screen - A scalping screen shall be required after the
cold feeds and ahead of the hot aggregate surge bins.
1.6.2.2.4
Dryer - The dryer shall continually agitate the aggregate during
heating. The temperature shall be controlled so that the aggregate will not be
damaged in the drying and heating operations. The dryer shall be of sufficient
size to keep the plant in continuous operation.
1.6.2.2.5
Screening and Proportioning - The hot aggregate shall not be
separated into sizes after being dried. There shall be one or more surge bins
provided between the dryer and the weigh hopper. Surge bins shall be of
sufficient size to hold enough combined aggregate for one complete batch of
mixture.
1.6.2.2.6
Aggregate Weigh Box and Batching Scale - The aggregate weigh box
and batching scales shall be of sufficient capacity to hold and weigh a
complete batch of aggregate. The weigh box and scales shall conform to the
requirements of Item 520, "Weighing and Measuring Equipment"(TSDHSB).
1.6.2.2.7
Asphaltic Material Measuring System - If an asphaltic material
bucket and scales are used, they shall be of sufficient capacity to hold and
weigh the necessary asphaltic material for one batch. The bucket and scales
shall conform to the requirements of Item 520, "Weighing and Measuring
Equipment"(TSDHSB).
If a pressure type flow meter is used to measure the asphaltic material, the
requirements of Item 520, "Weighing and Measuring Equipment"(TSDHSB), shall
apply. This system shall include an automatic temperature compensation device
to insure a constant percent by mass of asphaltic material in the mixture.
asphaltic material measuring device. The asphalt line to the measuring device
shall be protected with a jacket of hot oil or other approved means to maintain
the temperature of the line near the temperature specified for the asphaltic
material.
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1.6.2.2.8
Mixer - The mixer shall be of the pugmill type and shall have a
capacity of not less than 1350 kilograms (of natural-aggregate mixture) in a
single batch, unless otherwise shown on the plans. Any mixer that has a
tendency to segregate the aggregate or fails to secure a thorough and uniform
mixture with the asphaltic material shall not be used. All mixers shall be
provided with an automatic timer that will lock the discharge doors of the
mixer for the required mixing period. The dump door or doors and the shaft
seals of the mixer shall be tight enough to prevent spilling of aggregate or
mixture from the pugmill.
1.6.2.2.9
Surge-Storage System and Scales - A surge-storage system may be
used to minimize the production interruptions during the normal day's
system.
When a surge-storage system is used, scales shall be standard platform truck
scales or other equipment such as weigh hopper (suspended) scales and shall
conform to Item 520, "Weighing and Measuring Equipment"(TSDHSB). If truck
scales are used, they shall be placed at a location approved by the Contracting
Officer. If other weighing equipment is used, the Contracting Officer may
require mass checks by truck scales for the basis of approval of the equipment.
1.6.2.2.10
Recording Device and Record Printer - The mixture shall be
weighed for payment. If a surge-storage system is used, an automatic recording
device and a digital record printer shall be provided to indicate the date,
project identification number, vehicle identification, total mass of the load,
tare mass of the vehicle, the mass of asphaltic mixture in each load and the
number of loads for the day, unless otherwise indicated on the plans. When
surge-storage is not used, batch mass will be used as the basis for payment and
automatic recording devices and automatic digital record printers in accordance
with Item 520, "Weighing and Measuring Equipment"(TSDHSB), shall be required.
1.6.2.3 Drum-Mix Type
1.6.2.3.1
General - The plant shall be adequately designed and constructed
for the process of mixing aggregates and asphalt. The plant shall be equipped
with satisfactory conveyors, power units, aggregate-handling equipment and feed
controls.
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1.6.2.3.2
Cold-Aggregate Bin Unit and Feed System - The number of bins in
the cold-aggregate bin unit shall be equal to or greater than the number of
stockpiles of individual materials to be used.
The bins shall be of sufficient size to store the amount of aggregate required
to keep the plant in continuous operation and of proper design to prevent
overflow of material from one bin to another. There shall be vertical
partitions between each bin and on each end of the bins of sufficient height so
that any overflow will be to the front and back and not allow overflow to the
sides or between bins. Overflow that might occur shall not fall onto any
feeder belt. When required by the Contracting Officer, an approved stationary
scalping screen shall be placed on top of the field sand bin to eliminate roots
and other objectionable material. The feed system shall provide a uniform and
continuous flow of aggregate in the desired proportion to the mixer. The
Contractor shall furnish a chart indicating the calibration of each cold bin in
accordance with the manufacturer's recommendations or in a method acceptable to
The system shall provide positive mass measurement of the combined coldaggregate feed by use of belt scales or other approved devices. Provisions of
a permanent nature shall be made for checking the accuracy of the measuring
device as required by Item 520, "Weighing and Measuring Equipment"(TSDHSB).
When a belt scale is used, mixture production shall be maintained so that the
scale normally operates between 50 percent and 100 percent of its rated
capacity. Belt scale operation below 50 percent of the rated capacity may be
allowed by the Contracting Officer if accuracy checks show the scale to meet
the requirements of Item 520, "Weighing and Measuring Equipment"(TSDHSB), at
the selected rate. It shall be satisfactorily demonstrated to the Contracting
Officer that mixture uniformity and quality have not been adversely affected.
1.6.2.3.3
cold feeds and ahead of the combined aggregate belt scales.
1.6.2.3.4
Asphaltic Material Measuring System - An asphaltic material
measuring device meeting the requirements of Item 520, "Weighing and Measuring
Equipment"(TSDHSB), shall be placed in the asphalt line leading to the mixer so
that the cumulative amount of asphalt used can be accurately determined.
measuring device output. The asphalt line to the measuring device shall be
protected with a jacket of hot oil or other approved means to maintain the
temperature of the line near the temperature specified for the asphaltic
material. The measuring system shall include an automatic temperature
compensation device to maintain a constant percent by mass of asphaltic
material in the mixture.
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1.6.2.3.5
Synchronization Equipment for Feed-Control Systems - The
asphaltic material feed-control shall be coupled with the total aggregate mass
measuring device to automatically vary the asphalt-feed rate in order to
maintain the required proportion.
1.6.2.3.6
Mixing System - The mixing system shall control the temperature
so that the aggregate and asphalt will not be damaged in the drying, heating
and mixing operations. A continuously recording thermometer shall be provided
which will indicate the temperature of the mixture as it leaves the mixer.
1.6.2.3.7
Surge-Storage System and Scales - A surge-storage system shall
be used to minimize the production interruptions during the normal day's
system.
Scales shall be standard platform truck scales or other equipment such as weigh
hopper (suspended) scales and shall conform to Item 520, "Weighing and
Measuring Equipment"(TSDHSB). If truck scales are used, they shall
be placed at a location approved by the Contracting Officer. If other weighing
equipment is used, the Contracting Officer may require mass checks by truck
scales for the basis of approval of the equipment.
1.6.2.3.8
Recording Device and Record Printer - Automatic recording
devices and automatic digital record printers shall be provided to indicate the
date, project identification number, vehicle identification, total mass of the
load, tare mass of the vehicle, the mass of asphaltic mixture in each load and
the number of loads for the day in accordance with Item 520, "Weighing and
Measuring Equipment"(TSDHSB), unless otherwise shown on the plans.
1.6.2.4 Specialized Recycling Type
1.6.2.4.1
General - Alternate methods of heating may be used which will
not abnormally age the asphalt cement. This type of plant shall be capable of
continually producing a minimum of 136 megagrams per hour of completed asphalt
mixture that will meet all the requirements of this specification.
1.6.2.4.2
Cold-Aggregate Bin Unit and Feed System - The cold-aggregate
feed system and controls shall meet all the requirements as listed under the
drum-mix type plant.
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1.6.2.4.3
cold feeds and ahead of the combined aggregate belt scales.
1.6.2.4.4
Dryer - The dryer shall continually agitate and aggregate during
heating. The temperature shall be controlled so that the aggregate and asphalt
will not be damaged in the drying and heating operations. The dryer shall be
of sufficient size to keep the plant in continuous operation.
1.6.2.4.5
Asphalt Material Measuring System - An asphaltic material
measuring device meeting the requirements of Item 520, "Weighing and Measuring
Equipment"(TSDHSB), shall be placed in the asphalt line leading to the mixer so
that the cumulative amount of asphalt used can be accurately determined.
measuring device output. The asphalt line to the measuring device shall be
protected with a jacket of hot oil or other approved means to maintain the
temperature of the line near the temperature specified for the asphaltic
material. The measuring system shall include an automatic temperature
compensation device to maintain a constant percent by mass of asphaltic
material in the mixture.
1.6.2.4.6
Synchronization Equipment for Feed-Control Systems - The
asphaltic material feed-control shall be coupled with the total aggregate mass
measuring device to automatically vary the asphalt-feed rate in order to
maintain the required proportion.
1.6.2.4.7
Mixer - The mixer shall be of the continuous mechanical mixing
type. Any mixer that has a tendency to segregate the mixture or fails to
secure a thorough and uniform mixture shall not be used. A continuously
recording thermometer shall be provided which will indicate the temperature of
the mixture as it leaves the mixer.
1.6.2.4.8
Surge-Storage System and Scales - A surge-storage system shall
be used to minimize the production interruptions during the normal day's
system.
Scales shall be standard platform truck scales or other equipment such as weigh
hopper (suspended) scales and shall conform to Item 520, "Weighing and
Measuring Equipment"(TSDHSB). If truck scales are used, they shall be placed
at a location approved by the Contracting Officer. If other weighing equipment
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is used, the Contracting Officer may require mass checks by truck scales for
the basis of approval of the equipment.
1.6.2.4.9
Recording Device and Record Printer - Automatic recording
devices and automatic digital record printers shall be provided to indicate
the date, project identification number, vehicle identification, total mass
of the load, tare mass of the vehicle, the mass of asphaltic mixture in each
load and the number of loads for the day in accordance with Item 520,
"Weighing and Measuring Equipment"(TSDHSB), unless otherwise shown on the
plans.
1.6.3
Asphaltic Material Heating Equipment - Asphaltic material heating
equipment shall be adequate to heat the required amount of asphaltic material
to the desired temperature. The heating apparatus shall be equipped with a
continuously recording thermometer with a 24-hour chart that will record the
temperature of the asphaltic material at the location of highest temperature.
1.6.4
Spreading and Finishing Machine - The spreading and finishing machine
shall be approved by the Contracting Officer and shall meet the requirements
indicated below.
1.6.4.1
Screed Unit - The spreading and finishing machine shall be equipped
with a heated compacting screed. It shall produce a finished surface meeting
the requirements of the typical cross sections and the surface tests.
Extensions added to the screed shall be provided with the same compacting
action and heating capability as the main screed unit, except for use on
variable depth tapered areas and/or as approved by the Contracting Officer.
The spreading and finishing machine shall be equipped with an approved
automatic dual longitudinal screed control system and automatic transverse
screed control system. The longitudinal controls shall be capable of operating
from any longitudinal grade reference including a stringline, ski, mobile
stringline, or matching shoe.
The Contractor shall furnish all equipment required for grade reference. It
shall be maintained in good operating condition by personnel trained in the use
of this type of equipment.
The grade reference used by the Contractor may be of any type approved by the
Contracting Officer. Control points, if required by the plans, shall be
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established for the finished profile in accordance with Item 5, "Control of the
Work"(TSDHSB). These points shall be set at intervals not to exceed 15 meters
The Contractor shall set the grade reference from the control points. The
grade reference shall have sufficient support so that the maximum deflection
shall not exceed two (2) millimeters between supports.
1.6.4.2
Tractor Unit - The tractor unit shall be equipped with a
hydraulic hitch sufficient in design and capacity to maintain contact between
the rear wheels of the hauling equipment and the pusher rollers of the
finishing machine while the mixture is being unloaded.
No portion of the mass of hauling equipment, other than the connection, shall
be supported by the asphalt paver. No vibrations or other motions of the
loading equipment, which could have a detrimental effect on the riding quality
of the completed pavement, shall be transmitted to the paver.
The use of any vehicle which requires dumping directly into the finishing
machine and which the finishing machine cannot push or propel to obtain the
desired lines and grades without resorting to hand finishing will not be
allowed.
1.6.5
Material Transfer Equipment - Equipment to transfer mixture from the
hauling units or the roadbed to the spreading and finishing machine will be
allowed unless otherwise shown on the plans. A specific type of material
transfer equipment shall be required when shown on the plans.
1.6.5.1
Windrow Pick-Up Equipment - Windrow pick-up equipment shall be
constructed in such a manner that substantially all the mixture deposited on
the roadbed is picked up and loaded into the spreading and finishing machine.
The mixture shall not be contaminated with foreign material. The loading
equipment shall be designed so that it does not interfere with the spreading
and finishing machine in obtaining the required line, grade and surface
without resorting to hand finishing.
1.6.5.2
Material Feeding System - Material feeding systems shall be
designed to provide a continuous flow of uniform mixture to the spreading and
finishing machine. When use of a material feeding system is required on the
plans, it shall meet the storage capacity, remixing capability, or other
requirements shown on the plans.
1.6.6
Motor Grader - The motor grader, when used, shall be a self-propelled
power motor grader and shall be equipped with smooth tread pneumatic tired
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wheels, unless otherwise directed. It shall have a blade length of not less
than 3.6 meters and a wheelbase of not less than 4.9 meters.
1.6.7
Rollers - Rollers provided shall meet the requirements for their type
as follows:
1.6.7.1
Pneumatic-Tire Roller - The roller shall be an acceptable medium
pneumatic tire roller conforming to the requirements of Item 213, "Rolling
(Pneumatic Tire)", Type A (TSDHSB), unless otherwise specified on the plans.
Pneumatic-tire rollers used for compaction shall provide a minimum 550
kilopascals ground contact pressure.
When used for kneading and sealing the
surface only, they shall provide a minimum of 380 kilopascals ground contact
pressure.
1.6.7.2
Two-Axle Tandem Roller - This roller shall be an acceptable selfpropelled tandem roller weighing not less than 7.2 megagrams.
1.6.7.3
Three-Wheel Roller - This roller shall be an acceptable selfpropelled three wheel roller weighing not less than 9.1 megagrams.
1.6.7.4
Three-Axle Tandem Roller - This roller shall be an acceptable selfpropelled three axle roller weighing not less than 9.1 megagrams.
1.6.7.5
Trench Roller - This roller shall be an acceptable self-propelled
trench roller equipped with a sprinkler for keeping the wheels wet and an
adjustable road wheel so that the roller may be kept level during rolling. The
drive wheel shall be not less than 500 millimeters wide.
The roller under
working conditions shall produce not less than 5803 kilograms per meter of
roller width and be so geared that a speed of approximately three (3)
kilometers per hour is obtained in low gear.
1.6.7.6
Vibratory Steel-Wheel Roller - This roller shall have a minimum
mass of 5.4 megagrams.
The compactor shall be equipped with amplitude and
frequency controls and shall be specifically designed to compact the material
on which it is used.
1.6.8
Straightedges and Templates - When directed by the Contracting
Officer, the Contractor shall provide acceptable 10 foot straightedges for
surface testing. Satisfactory templates shall be provided as required by the
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1.6.9
Alternate Equipment - When permitted by the Contracting Officer,
equipment other than that specified herein which will consistently produce
satisfactory results may be used.
1.7
STOCKPILING, STORAGE AND MIXING
1.7.1
Stockpiling of Aggregates - Prior to stockpiling of aggregates, the
area shall be cleaned of trash, weeds, grass and shall be relatively smooth and
well drained.
The stockpiling shall be done in a manner that will minimize
aggregate degradation, segregation, mixing of one stockpile with another, and
will not allow contamination with foreign material.
The plant shall have at least a two-day supply of aggregates on hand before
production can begin and at least a two-day supply shall be maintained through
the course of the project, unless otherwise approved by the Contracting
Officer.
No stockpile shall contain aggregate from more than one source.
When required by the Contracting Officer, additional material shall not be
added to stockpiles that have previously been sampled for approval.
Equipment of an acceptable size and type shall be furnished to work the
stockpiles and prevent segregation and degradation of the aggregates.
1.7.2
Storage and Heating of Asphaltic Materials - The asphaltic material
storage capacity shall be ample to meet the requirements of the plant. Asphalt
shall not be heated to a temperature in excess of that specified in Item 300,
"Asphalts, Oils and Emulsions"(TSDHSB). All equipment used in the storage and
handling of asphaltic material shall be kept in a clean condition at all times
and shall be operated in such a manner that there will be no contamination with
foreign matter.
1.7.3
Feeding and Drying of Aggregate - The feeding of various sizes of
aggregate, if applicable, to the dryer shall be done through the cold aggregate
bins and the proportioning device in such a manner that a uniform and constant
flow of materials in the required proportions will be maintained.
The
aggregate shall be dried and heated to the temperature necessary to produce a
mixture having the specified temperature.
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Mixing and Storage
1.7.4.1
Weigh-Batch Plant - In introducing the batch into the mixer, all
aggregate shall be introduced first and shall be mixed thoroughly for a minimum
period of five seconds to uniformly distribute the various sizes throughout the
batch before the asphaltic material is added.
The asphaltic material shall
then be added and the mixing continued for a wet mixing period of not less than
15 seconds.
The mixing period shall be increased if, in the opinion of the
Contracting Officer, the mixture is not uniform or the aggregates are not
properly coated.
Temporary storing or holding of the asphaltic mixture by the surge-storage
system will be permitted during the normal day's operation. Overnight storage
will not be permitted unless authorized in the plans or in writing by the
Contracting Officer. The mixture coming out of the surge-storage bin shall be
of equal quality to that coming out of the mixer.
1.7.4.2
Modified Weigh-Batch Plant - The mixing and storage requirements
shall be the same as is required for a standard weigh-batch plant.
1.7.4.3
Drum-Mix Plant - The amount of aggregate and asphaltic material
entering the mixer and the rate of travel through the mixing unit shall be so
coordinated that a uniform mixture of the specified grading and asphalt content
will be produced.
Temporary storing or holding of the asphaltic mixture by the surge-storage
system will be required during the normal day's operation. Overnight storage
will not be permitted unless authorized on the plans or by the Contracting
Officer.
The mixture coming out of the surge-storage bin shall be of equal
quality to that coming out of the mixer.
1.7.4.4
Specialized Recycling Plant - The mixing and storage requirements
shall be the same as that stated for the drum-mix plant.
1.7.4.5
Discharge Temperature - The Contracting Officer will select the
target discharge temperature of the mixture between 110 C and 175 C.
The
mixture, when discharged from the mixer, shall not vary from this selected
temperature more than 15 C, but in no case shall the temperature exceed 180
C.
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1.7.4.6
Moisture Content - The mixture produced from each type of mixer
shall have a moisture content not greater than one (1) percent by mass when
discharged from the mixer, unless otherwise shown on the plans and/or approved
by the Contracting Officer.
The moisture content will be determined in
accordance with Test Method Tex-212-F.
1.8
CONSTRUCTION METHODS
1.8.1
General - It shall be the responsibility of the Contractor to produce,
transport, place and compact the specified paving mixture in accordance with
the requirements herein.
The asphaltic mixture, when placed with a spreading and finishing machine, or
the tack coat shall not be placed when the air temperature is below 10 C and
is falling, but it may be placed when the air temperature is above 5 C and is
rising.
The asphaltic mixture, when placed with a motor grader, shall not be placed
when the air temperature is below 60 F and is falling, but may be placed when
the air temperature is above 50 F and is rising. The air temperature will be
taken in the shade away from artificial heat.
It is further provided that the tack coat or asphaltic mixture shall be placed
only when the humidity, general weather conditions and temperature and moisture
condition of the base, in the opinion of the Contracting Officer, are suitable.
If, after being discharged from the mixer and prior to placing, the temperature
of the asphaltic mixture is 10
C or more below the selected discharge
temperature established by the Contracting Officer, all or any part of the load
may be rejected and payment will not be made for the rejected material.
1.8.2
Tack Coat - The surface upon which the tack coat is to be placed shall
be cleaned thoroughly to the satisfaction of the Contracting Officer.
The
surface shall be given a uniform application of tack coat using asphaltic
materials of this specification. This tack coat shall be applied, as directed
by the Contracting Officer, with an approved sprayer at a rate not to exceed
0.45 liter residual asphalt per square meter of surface.
Where the mixture
will adhere to the surface on which it is to be placed without the use of a
tack coat, the tack coat may be eliminated by the Contracting Officer.
All
contact surfaces of curbs and structures and all joints shall be painted with a
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thin uniform application of tack coat. During the application of tack coat,
care shall be taken to prevent splattering of adjacent pavement, curb and
gutter and structures.
The tack coat shall be rolled with a pneumatic tire
roller when directed by the Contracting Officer.
1.8.3
Transporting - The asphaltic mixture shall be hauled to the work site
in tight vehicles previously cleaned of all foreign material. The dispatching
of the vehicles shall be arranged so that all material delivered is placed and
all rolling completed during daylight hours unless otherwise shown on the
plans. In cool weather or for long hauls, covering and insulating of the truck
bodies may be required. If necessary, to prevent the mixture from adhering to
the body, the inside of the truck may be given a light coating of release agent
satisfactory to the Contracting Officer.
1.8.4
Placing
1.8.4.1
The asphaltic mixture shall be spread and compacted in layers or
lifts not to exceed 4-inches on the approved prepared surface. When properly
compacted, the finished pavement shall be smooth, of uniform texture and
density and shall meet the requirements of the typical cross sections and the
surface tests. In addition, the placing of the asphaltic mixture shall be done
without tearing, shoving, gouging or segregating the mixture.
Unloading into the finishing machine shall be controlled so that bouncing or
jarring the spreading and finishing machine shall not occur and the required
lines and grades shall be obtained without resorting to hand finishing, except
as shown under Sub article 345.6.(4)(d).
Unless otherwise shown on the plans, dumping of the asphaltic mixture in a
windrow and then placing the mixture in the finishing machine with windrow
pick-up equipment will be permitted.
The windrow pick-up equipment shall be
operated in such a manner that substantially all the mixture deposited on the
roadbed is picked up and loaded into the finishing machine without
contamination by foreign material.
The windrow pick-up equipment will be so
operated that the finishing machine will obtain the required line, grade and
surface without resorting to hand finishing.
Any operation of the windrow
pick-up equipment resulting in the accumulation and subsequent shedding of
accumulated material into the asphaltic mixture will not be permitted.
1.8.4.2
When approved by the Contracting Officer, level-up courses may be
spread with a motor grader.
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1.8.4.3
The spreading and finishing machine shall be operated at a uniform
forward speed consistent with the plant production rate, hauling capability,
and roller train capacity to result in a continuous operation. The speed shall
be slow enough that stopping between trucks is not ordinarily required. If, in
the opinion of the Contracting Officer, sporadic delivery of material is
adversely affecting the mat, the Contracting Officer may require paving
operations to cease until acceptable methods are provided to minimize starting
and stopping of the paver.
The hopper flow gates of the spreading and finishing machine shall be adjusted
to provide an adequate and consistent flow of material. These shall result in
enough material being delivered to the augers so that they are operating
approximately 85 percent of the time or more. The augers shall provide means
to supply adequate flow of material to the center of the paver. Augers shall
supply an adequate flow of material for the full width of the mat, as approved
by the Contracting Officer.
Augers should be kept approximately one-half to
three-quarters full of mixture at all times during the paving operation.
1.8.4.4
When the asphaltic mixture is placed in a narrow strip along the
edge of an existing pavement, or used to level up small areas of an existing
pavement, or placed in small irregular areas where the use of a finishing
machine is not practical, the finishing machine may be eliminated when
authorized by the Contracting Officer.
1.8.4.5
If a pattern of surface irregularities or segregation is detected,
the Contractor shall make an investigation into the causes and immediately take
the necessary corrective action. With the approval of the Contracting Officer,
placement may continue for no more than one full production day from the time
the Contractor is first notified and while corrective actions are being taken.
If the problem still exists after that time, paving shall cease until the
Contractor further investigates the causes and the Contracting Officer approves
further corrective action to be taken.
1.8.5
Compacting
1.8.5.1
The pavement shall be compacted thoroughly and uniformly with the
necessary rollers to obtain the compaction and cross section of the finished
paving mixture meeting the requirements of the plans and specifications.
1.8.5.2
When rolling with the three-wheel, tandem or vibratory rollers,
rolling shall start by first rolling the joint with the adjacent pavement and
then continue by rolling longitudinally at the sides and proceed toward the
center of the pavement, overlapping on successive trips by at least 0.3
meter, unless otherwise directed by the Contracting Officer. Alternate trips
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of the roller shall be slightly different in length. On super-elevated curves,
rolling shall begin at the low side and progress toward the high side, unless
otherwise directed by the Contracting Officer.
When rolling with vibratory steel-wheel rollers, equipment operation shall be
in
accordance
with
Item
217,
"Rolling
(Vibratory)"(TSDHSB)
and
the
manufacturer's recommendations, unless otherwise directed by the Contracting
Officer. Vibratory rollers shall not be left vibrating while not rolling or
when changing directions. Unless otherwise shown on the plans or approved by
the Contracting Officer, vibratory rollers shall not be allowed in the
vibrating mode on mats with a plan depth of less than 40 millimeters.
The motion of the rollers shall be slow enough to avoid other than normal
initial displacement of the mixture. If any displacement occurs, it shall be
corrected to the satisfaction of the Contracting Officer. The roller shall not
be allowed to stand on pavement which has not been fully compacted.
To
prevent adhesion of the surface mixture to the steel-wheel rollers, the wheels
shall be kept thoroughly moistened with water, but an excess of water will not
be permitted. Necessary precautions shall be taken to prevent the dropping of
diesel, gasoline, oil, grease or other foreign matter on the pavement, either
when the rollers are in operation or when standing.
1.8.5.3
The edges of the pavement along curbs, headers and similar
structures, and all places not accessible to the roller, or in such positions
as will not allow thorough compaction with the rollers, shall be thoroughly
compacted with lightly oiled tamps.
1.8.5.4
Rolling with a trench roller will be required on widened areas, in
trenches and other limited areas where satisfactory compaction cannot be
obtained with the approved rollers.
1.8.6
In-Place Compaction Control - In-place compaction control is required
for all mixtures. Unless otherwise shown on the plans, density control shall
be required.
1.8.6.1
Density Control - The material shall be placed and compacted to a
minimum density as determined by Test Method ASTM-D-1559 or as specified on the
plans. The gyratory density shall be determined from material sampled from the
mixing plant and molded in accordance with Test Method ASTM-D-1559. Procedures
and methods outlined in Test Method ASTM-D-1559 shall also be used in
determining the actual in-place density, unless determined otherwise by the
The field specimens utilized for the in-place density
testing may be either cores or sections of asphalt stabilized base tested
according to Test Method ASTM-D-2726.
The nuclear-density gauge or other
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methods of determining in-place compaction which correlate satisfactorily with
those results obtained through the use of Test Method ASTM-D-2726 may be used.
Unless otherwise shown on the plans, the Contractor shall be responsible for
obtaining the required roadway specimens at his expense and in a manner and at
locations selected by the Contracting Officer.
The Contractor shall be responsible for determining the number and type of
rollers to be used to obtain the required density.
The rollers shall be
operated in accordance with the requirements of this specification and as
approved by the Contracting Officer.
If the in-place density falls 0.1 to 1.0 percentage points below the minimum
density from Test Method ASTM-D-3203, the Contractor shall investigate the
causes and make the necessary corrections. Production may proceed for not more
than one full day while corrections to the construction operations or mixture
are being made to obtain the minimum density. If the minimum density is not
obtained after one day, production shall cease. The Contractor shall further
investigate the cause. At that point a test strip as described below shall be
required.
If the in-place density is more than 1.0 percent below the minimum density,
production shall cease immediately and a test strip as described below shall be
required.
In either case, the Contractor shall only be allowed to place a test section of
one lane width, not to exceed 300 meters in length, to demonstrate that the
minimum density can be obtained.
This procedure will continue until a test
section meeting the minimum density requirement is produced. Only two (2) test
sections per day will be allowed. When a test section producing satisfactory
density is placed, full production may then resume.
Increasing the asphalt content of the mixture in order to increase in-place
density shall not be allowed.
The Contractor is encouraged to perform supplemental compaction testing for his
own information.
1.8.6.2
Ordinary Compaction Control - When the requirement of density
control has been removed by plans note, one (1) three-wheel roller, one (1)
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pneumatic-tire roller, and one (1) tandem roller shall be furnished for each
compaction operation except as provided below or approved by the Contracting
Officer. The use of a tandem roller may be waived by the Contracting Officer
when the surface is already adequately smooth and further steel-wheel rolling
is shown to be ineffective.
With approval of the Contracting Officer, the
Contractor may substitute a vibratory roller for the three-wheel roller and/or
the tandem roller. Use of at least one (1) pneumatic-tire roller is required.
Additional or heavier rollers shall be furnished if required by the Contracting
Officer.
Rolling patterns shall be established by the Contractor as outlined in Test
Method Tex-207-F, Part IV, to achieve the maximum compaction, unless otherwise
directed by the Contracting Officer.
The selected rolling pattern shall be
followed unless changes in the mixture or placement conditions occur which
affect compaction. When changes in the mixture or placement conditions occur,
a new rolling pattern shall be established.
1.8.6.3
Compaction Cessation Temperature - Regardless of the method
required for in-place compaction control, all rolling for compaction shall be
completed before the mixture temperature drops below 80 C.
1.8.6.4
percent.
Air Voids - The tolerance for in-place Air Voids shall be 2 to 8
1.8.7
Surface Finish - The compacted material shall conform to the typical
cross sections, lines and grades shown on the plans, and as directed by the
Contracting Officer, and shall have a smooth surface.
The surface shall be tested with a 10foot straightedge at locations selected by
The variation of the surface from the testing edge shall not exceed three 3/8
inch between any two (2) contacts, when measured longitudinally or
transversely.
1.8.8
Opening to Traffic - The completed asphalt stabilized base course
shall be opened to traffic when directed by the Contracting Officer.
The
Contractor's attention is directed to the fact that all construction traffic
allowed on the pavement open to the public will be subject to the State laws
governing traffic on highways.
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If the surface ravels, flushes, ruts or deteriorates in any manner prior to
final acceptance of the work, it will be the Contractor's responsibility to
correct this condition at his expense, to the satisfaction of the Contracting
Officer and in conformance with the requirements of this specification.
1.9
MEASURMENT
The amount measured for payment for asphalt stabilized base mixture shall be by
the ton and that ton weight shall consist of 2,000 pounds per ton. The asphalt
stabilized mixture shall be weighed after mixing. No deduction will be made
for weight of bituminous materials incorporated herein.
1.10
PAYMENT
1.10.1
The work performed and materials furnished in accordance with the
bid Item and measured as provided under “Measurement” will be paid for at the
unit price bid for the bid Item “Asphalt Stabilized Base” of the grade
specified.
The payment based on the unit bid price shall be full compensation for
quarrying, furnishing all materials, additives, freight involved for all
heating, mixing, hauling, clearing the existing base course on pavement,
placing, rolling and finishing the asphalt stabilized mixture, and for all
manipulations, labor, tools, equipment and incidentals necessary to complete
the work. An exception will be that tack coat required will be paid separately
under the bid Item “Tack Coat”.
1.10.2
All templates, straight edges, core drilling equipment, scales and
other weighing devices necessary for the proper construction, measuring and
checking of the work shall be furnished, operated and maintained by the
Contractor at his expense.
1.11
SUBMITTALS, SAMPLING AND TESTING GUIDE
1.11.1
Sampling and testing shall be the responsibility of the Contractor.
laboratory. Unless otherwise specified, sampling shall be in accordance with
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ASTM D 75 for aggregate, ASTM C 183 for mineral
bituminous material.
Copies of test results
Approval of a source does
responsibility for delivery at the job site
requirements herein.
1.11.2
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filler, and ASTM D 140 for
shall be furnished to the
not relieve the Contractor
of materials meeting the
Tests and Submittals
Hot Bin Gradations (cold-feed gradation when drum mix plant is used), shall be
tested in accordance with ASTM C 117. A minimum of one test will be conducted
for every 200 tons of asphalt stabilized base placed or fraction thereof.
Marshall Specimens shall be taken in accordance with ASTM-D-1559 (50 Blow
Method). At least one set (3 specimens per set) shall be taken for each 200
tons of asphalt stabilized base placed.
However, not less than two sets of
specimens (three specimens per set) shall be taken in any one day regardless of
the quantity of mix placed.
Asphalt extractions shall be performed in accordance with ASTM D 2172, Method
A or B or TEX-236-F. One asphalt extraction shall be taken per 200 tons or
fraction thereof.
Field density tests shall be conducted in accordance with ASTM-D-2726.
A
minimum of one test will be conducted for every 200 tons of asphalt stabilized
base placed or fraction thereof.
Air Voids shall be tested in accordance with ASTM D 3203 at the rate of one
test for every 200 tons of asphalt placed or fraction thereof.
Thickness measurements shall be taken at a minimum of one measurement for each
200 tons of mix placed.
Waybills and delivery tickets shall be submitted during the progress of the
work.
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SECTION
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0029
SINGLE BITUMINOUS SURFACE TREATMENT
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0029
SINGLE BITUMINOUS SURFACE TREATMENT
REFERENCES
Texas Department Of Transportation Standard Specifications For Construction And
Maintenance Of Highways, Streets, and Bridges (TSDHSB), 2004 - in its entirety.
1.3
DESCRIPTION
This Item shall govern for the construction of a surface treatment composed of
a single, double or triple application of asphaltic material, each covered with
aggregate, constructed on existing pavements or on the prepared base course or
surface in accordance with these specifications. This Item shall also govern
for the furnishing of Aggregates (Stockpiled).
Quantities for the different
types of surfaces and materials will be as shown on the Basis of Estimate in
the plans.
1.4
MATERIALS
1.4.1
Single Bituminous Surface Treatment
1.4.1.1
Bituminous Materials shall conform to Item 300 (TSDHSB) CRS-2P.
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1.4.1.1.1
CRS-2P shall be incorporated in seal coat work during April 15
through November 15 when the ambient temperature of the atmosphere and ground
is 70 degrees F and rising.
1.4.1.1.2
CRS-2P shall be incorporated in seal coat work during 16
November through 14 April when the ambient temperature of the atmosphere and
ground is 50 degrees F. and rising.
1.4.1.2
The Aggregate shall comply with Item 302 Aggregate For Surface
Treatments (TSDHSB).
The material shall be any of the asphaltic materials
listed in Item 300 (TSDHSB). The aggregate gradation shall be Grade 4. The
gradation requirements shall be tested by Test Method TEX-200-F. A minimum of
one gradation test shall be performed for every 200 tons of aggregate placed.
1.4.1.3
Application Rate For Single Bituminous Surface Treatment - The
exact quantities within the range specified, which may be varied to suit field
conditions, will be determined by the Contractor and approved by the
(Quantities per Square Yard)
Bitumen, Gallons
0.20 - 0.35
1.5
Aggregate, Pounds
15 - 20
EQUIPMENT
1.5.1
Distributor - The distributor shall be a self-propelled pressure type,
equipped with an asphaltic material heater and a distributing pump capable of
pumping the material at the specified rate through the distributor spray bar.
The distributor spray bar shall be capable of fully circulating the asphaltic
material.
The distributor spray bar shall contain nipples and valves so
constructed that the nipples will not become partially plugged with congealing
asphaltic material, in order to prevent streaking or irregular distribution of
asphaltic material. Distributor equipment shall include a tachometer, pressure
gauges, volume measuring devices, and a thermometer for reading the temperature
of tank contents.
within three (3) years from the date it is first used on this project.
The
tank calibration procedure shall be in accordance with Test Method Tex-922-K,
Part I, and shall be signed and sealed by a registered professional Contracting
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When a uniform application of asphaltic material is not being achieved, the
Contracting Officer may require that the spray bars on the distributor be
controlled by an operator riding in such a position at the rear of the
distributor that the operation of all sprays is in full view.
1.5.2
Aggregate Spreader - A self-propelled continuous-feed aggregate
spreader shall be used which will uniformly spread aggregate at the rate
specified by the Contracting Officer.
1.5.3
Rollers - Rolling equipment shall meet the governing specifications
for Item 210, "Rolling (Flat Wheel)"(TSDHSB) and Item 213, "Rolling (Pneumatic
Tire)"(TSDHSB).
1.5.4
Broom - The broom shall be a rotary, self-propelled power broom for
cleaning existing surfaces.
1.5.5
Asphalt Storing and Handling Equipment - All equipment used in storing
or handling asphaltic material shall be kept clean and in good operating
condition at all times and shall be operated in such a manner that there will
be no contamination of the asphaltic material.
The Contractor shall provide
and maintain a recording thermometer to continuously indicate the temperature
of the asphaltic material at the storage heating unit when storing of asphalt
is permitted.
1.5.6
Vehicles used for hauling aggregate shall be of uniform capacity
unless otherwise authorized by the Contracting Officer.
1.6
1.6.1
General - Temporary stockpiling of aggregates on the right of way will
be permitted, provided that the stockpiles are so placed as to allow for the
safety of the traveling public and not obstruct traffic or sight distance, and
do not interfere with access from abutting property, nor with roadway drainage.
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The aggregate placement
sites
will
be
subject
to
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the
approval
of
the
Location of stockpiles shall be either a minimum of thirty (30) feet from the
edge of the travel lanes or shall be signed and barricaded as shown on the
plans.
When shown on the plans, the Department will furnish aggregate to the
Contractor without cost for designated sections of the project. The aggregate
will be in stockpiles at locations or within limits shown on the plans. The
Contractor shall load, haul, distribute and apply the stockpiled aggregate in
accordance with specification requirements governing for this Item.
The
stockpile areas and remaining stockpiles shall be left in a neat condition
Surface treatments shall not be applied when the air temperature is below 60 F
and is falling, but may be applied when the air temperature is above 50 F and
is rising, the air temperature being taken in the shade and away from
artificial heat. Surface treatments shall not be applied when the temperature
of the surface on which the surface treatment is to be applied is below 60 F.
When latex modified asphalt cement is specified, surface treatments shall not
be applied when the air temperature is below 70 F and is falling, but may be
applied when the air temperature is above 60 F and is rising and shall not be
applied when the temperature of the surface on which the surface treatment is
to be applied is below 60 F.
When cutback asphalt or asphaltic materials
designed for cool weather placement are used, application may occur whenever
the air and surface temperatures are acceptable to the Contracting Officer.
Asphaltic material shall not be placed when general weather conditions, in the
opinion of the Contracting Officer, are not suitable.
The area to be treated shall be cleaned of dirt, dust or other deleterious
matter by sweeping or other approved methods. If it is found necessary by the
Contracting Officer, the surface shall be lightly sprinkled with water just
prior to the first application of asphaltic material.
The rates shown on the plans for asphalt and aggregate are for estimating
purposes only. The rates may be varied as directed by the Contracting Officer.
The Contracting Officer will select the temperature of application within the
limits recommended in Item 300, "Asphalts, Oils and Emulsions"(TSDHSB).
The
Contractor shall apply the asphalt at a temperature within 8
C of the
temperature selected.
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The width of each application of asphaltic material shall be such to allow
uniform application and immediate covering with aggregate.
The Contractor
shall be responsible for uniform application of asphaltic material at the
junction of distributor loads. Paper or other suitable material shall be used
to prevent overlapping of transverse joints. Longitudinal joints shall match
lane lines unless otherwise authorized by the Contracting Officer. Application
of asphaltic material will be measured as necessary to determine the rate of
application.
The finished surface shall be cleared of any surplus aggregate by the
Contractor by sweeping or other approved methods after all rolling is
completed.
Prior to final acceptance of the project, aggregate stockpiles deemed
undesirable by the Contracting Officer shall be removed by the Contractor. The
temporary stockpile areas shall be left in a neat condition satisfactory to the
Aggregate stockpiles remaining on the State's right of
way 30 days after the final acceptance of the project will become the property
of the Texas Department of Transportation.
When plans include "Aggregate (Stockpiled)", aggregate(s) of the type(s) and
grade(s) specified shall be stockpiled within the limits of the project at
sites designated by the Contracting Officer.
1.6.2
One Course Surface Treatments or First Course of a Multiple Surface
Treatment - Asphaltic material shall be applied by an approved distributor so
operated as to distribute the material under a pressure necessary for uniform
distribution.
The Contractor shall protect the existing raised pavement markers by any means
acceptable to the Contracting Officer for one course surface treatments, unless
Aggregates shall be immediately and uniformly applied and spread by the
specified aggregate spreader, unless otherwise authorized by the Contracting
Officer.
After applying the aggregate, the entire surface shall then be broomed, bladed
or raked as required by the Contracting Officer and shall be thoroughly rolled
with the type or types of rollers specified herein or as shown on the plans.
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The Contractor shall be responsible for the maintenance of the surface
treatment until the work is accepted by the Contracting Officer. All holes or
failures in the surface shall be repaired by use of additional asphalt and
aggregate. All fat or bleeding surfaces shall be covered with approved cover
material in such a manner that the asphaltic material will not adhere to or be
picked up by the wheels of vehicles.
1.6.3
Two Course or Three Course Surface Treatments - It is the intent of
this specification that the application of asphalt and aggregate for multiple
courses be applied within the same day or immediately thereafter and prior to
opening the roadway to traffic.
The asphaltic material for each course of the surface treatment shall be
applied and covered with aggregate in the same manner specified for the first
application. Each surface shall then be broomed, bladed or raked as required
by the Contracting Officer and thoroughly rolled as specified for the first
course. Asphaltic material and aggregate for each course shall be applied at
the rates directed by the Contracting Officer.
The Contractor shall be responsible for the maintenance of each course until
covered by the succeeding courses or until the work is accepted by the
Contracting Officer. All holes or failures in the surface shall be repaired by
use of additional asphalt and aggregate. All fat or bleeding surfaces shall be
covered with approved cover material in such a manner that the asphaltic
material will not adhere to or be picked up by the wheels of vehicles.
1.7
1.7.1
Gradation
Gradation tests shall be performed according to Test Method TEX-200-F. There
shall be one gradation test Per 100 tons or fraction thereof per task order.
1.7.2
Stripping Test
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Stripping tests shall be performed according to ASTM D 1664. One test shall be
performed for every 200 Tons or a minimum of one test per task order.
1.7.3
Abrasion Resistance
Abrasion resistance tests shall be performed in accordance with ASTM C 131.
One test shall be performed for every 200 tons or a minimum of one test per
task order.
1.7.3
Soundness Test
Soundness tests shall be performed in accordance with ASTM C 80. One test shall
be performed for every 200 tons or a minimum of one test per task order.
1.8
MEASUREMENT
1.8.1
Measurement for Single Bituminous Surface Treatment - Measurement will
be made based on total square yards of surface that is directed and approved.
1.9
PAYMENT
1.9.1
Payment shall be made at the contract unit price per square yard for
the pay Item Single Bituminous Surface Treatment.
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SECTION
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0030
DOUBLE BITUMINOUS SURFACE TREATMENT
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0030
DOUBLE BITUMINOUS SURFACE TREATMENT
REFERENCES
1.3
DESCRIPTION
This Item shall govern for the construction of a surface treatment composed of
a double application of asphaltic material, each covered with aggregate,
constructed on existing pavements or on the prepared base course or surface in
accordance with these specifications.
This Item shall also govern for the
furnishing of Aggregates (Stockpiled). Quantities for the different types of
surfaces and materials will be as shown on the Basis of Estimate in the plans.
1.4
MATERIALS
1.4.1
Double Bituminous Surface Treatment
1.4.1.1
CRS-2P.
Bituminous material shall conform to Item 300 (TSDHSB) CRS-P or
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1.4.1.2
The Aggregate shall comply with Item 302 Aggregate for Surface
Treatments (TSDHSB). The precoat material shall be any of the asphaltic
materials listed in Item 300 (TSDHSB). The aggregate gradations shall be Grade
4 and 5. The gradation requirements shall be tested by Test Method TEX-200-F.
A minimum of One (1) gradation test shall be performed for every 200 tons of
aggregate placed.
1.4.1.3
Application Rate For Double Bituminous Surface Treatment - The
exact quantities within the range specified, which may be varied to suit field
conditions, will be determined by the Contractor and approved by the
QUANTITIES (PER SQUARE YARD)
Application
Bituminous
No.
Material (Gallons)
1
0.20-0.30
28-34
2
0.20-0.30
20-25
1.5
Aggregate
(Pounds)
EQUIPMENT
1.5.1
Distributor - The distributor shall be a self-propelled pressure type,
equipped with an asphaltic material heater and a distributing pump capable of
pumping the material at the specified rate through the distributor spray bar.
The distributor spray bar shall be capable of fully circulating the asphaltic
material.
The distributor spray bar shall contain nipples and valves so
constructed that the nipples will not become partially plugged with congealing
asphaltic material, in order to prevent streaking or irregular distribution of
asphaltic material. Distributor equipment shall include a tachometer, pressure
gauges, volume measuring devices, and a thermometer for reading the temperature
of tank contents.
within three (3) years from the date it is first used on this project.
The
tank calibration procedure shall be in accordance with Test Method Tex-922-K,
Part I, and shall be signed and sealed by a registered professional Contracting
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When a uniform application of asphaltic material is not being achieved, the
Contracting Officer may require that the spray bars on the distributor be
controlled by an operator riding in such a position at the rear of the
distributor that the operation of all sprays is in full view.
1.5.2
Aggregate Spreader - A self-propelled continuous-feed aggregate
spreader shall be used which will uniformly spread aggregate at the rate
specified by the Contracting Officer.
1.5.3
Rollers - Rolling equipment shall meet the governing specifications
for Item 210, "Rolling (Flat Wheel)"(TSDHSB) and Item 213, "Rolling (Pneumatic
Tire)"(TSDHSB).
1.5.4
Broom - The broom shall be a rotary, self-propelled power broom for
cleaning existing surfaces.
1.5.5
Asphalt Storing and Handling Equipment - All equipment used in storing
or handling asphaltic material shall be kept clean and in good operating
condition at all times and shall be operated in such a manner that there will
be no contamination of the asphaltic material.
The Contractor shall provide
and maintain a recording thermometer to continuously indicate the temperature
of the asphaltic material at the storage heating unit when storing of asphalt
is permitted.
1.5.6
Vehicles used for hauling aggregate shall be of uniform capacity
unless otherwise authorized by the Contracting Officer.
1.6
1.6.1
General - Temporary stockpiling of aggregates will be permitted,
provided that the stockpiles are so placed as to allow for the safety of the
traveling public and not obstruct traffic or sight distance, and do not
interfere with access from abutting property, nor with roadway drainage.
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The aggregate placement
sites
will
be
subject
to
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the
approval
of
the
Location of stockpiles shall be either a minimum of thirty (30) feet from the
edge of the travel lanes or shall be signed and barricaded as shown on the
plans.
When shown on the plans, the Directorate will furnish aggregate to the
Contractor without cost for designated sections of the project. The aggregate
will be in stockpiles at locations or within limits shown on the plans. The
Contractor shall load, haul, distribute and apply the stockpiled aggregate in
accordance with specification requirements governing for this Item.
The
stockpile areas and remaining stockpiles shall be left in a neat condition
Surface treatments shall not be applied when the air temperature is below 15 C
and is falling, but may be applied when the air temperature is above 10 C and
is rising, the air temperature being taken in the shade and away from
artificial heat. Surface treatments shall not be applied when the temperature
of the surface on which the surface treatment is to be applied is below 15 C.
When latex modified asphalt cement is specified, surface treatments shall not
be applied when the air temperature is below 25 C and is falling, but may be
applied when the air temperature is above 20 C and is rising and shall not be
applied when the temperature of the surface on which the surface treatment is
to be applied is below 20 C.
When cutback asphalt or asphaltic materials
designed for cool weather placement are used, application may occur whenever
the air and surface temperatures are acceptable to the Contracting Officer.
Asphaltic material shall not be placed when general weather conditions, in the
opinion of the Contracting Officer, are not suitable.
The area to be treated shall be cleaned of dirt, dust or other deleterious
matter by sweeping or other approved methods. If it is found necessary by the
Contracting Officer, the surface shall be lightly sprinkled with water just
prior to the first application of asphaltic material.
The rates shown on the plans for asphalt and aggregate are for estimating
purposes only. The rates may be varied as directed by the Contracting Officer.
The Contracting Officer will select the temperature of application within the
limits recommended in Item 300, "Asphalts, Oils and Emulsions"(TSDHSB).
The
Contractor shall apply the asphalt at a temperature within 8
C of the
temperature selected.
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The width of each application of asphaltic material shall be such to allow
uniform application and immediate covering with aggregate.
The Contractor
shall be responsible for uniform application of asphaltic material at the
junction of distributor loads. Paper or other suitable material shall be used
to prevent overlapping of transverse joints. Longitudinal joints shall match
lane lines unless otherwise authorized by the Contracting Officer. Application
of asphaltic material will be measured as necessary to determine the rate of
application.
The finished surface shall be cleared of any surplus aggregate by the
Contractor by sweeping or other approved methods after all rolling is
completed.
Prior to final acceptance of the project, aggregate stockpiles deemed
undesirable by the Contracting Officer shall be removed by the Contractor. The
temporary stockpile areas shall be left in a neat condition satisfactory to the
Aggregate stockpiles remaining on the State's right of
way 30 days after the final acceptance of the project will become the property
of the Texas Department of Transportation.
When plans include "Aggregate (Stockpiled)", aggregate(s) of the type(s) and
grade(s) specified shall be stockpiled within the limits of the project at
sites designated by the Contracting Officer.
1.6.2
First Course of a Multiple Surface Treatment - Asphaltic material
shall be applied by an approved distributor so operated as to distribute the
material under a pressure necessary for uniform distribution.
The Contractor shall protect the existing raised pavement markers by any means
acceptable to the Contracting Officer for one course surface treatments, unless
Aggregates shall be immediately and uniformly applied and spread by the
specified aggregate spreader, unless otherwise authorized by the Contracting
Officer.
After applying the aggregate, the entire surface shall then be broomed, bladed
or raked as required by the Contracting Officer and shall be thoroughly rolled
with the type or types of rollers specified herein or as shown on the plans.
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The Contractor shall be responsible for the maintenance of the surface
treatment until the work is accepted by the Contracting Officer. All holes or
failures in the surface shall be repaired by use of additional asphalt and
aggregate. All fat or bleeding surfaces shall be covered with approved cover
material in such a manner that the asphaltic material will not adhere to or be
picked up by the wheels of vehicles.
1.6.3
Two Course Surface Treatment - It is the intent of this specification
that the application of asphalt and aggregate for multiple courses be applied
within the same day or immediately thereafter and prior to opening the roadway
to traffic.
The asphaltic material for each course of the surface treatment shall be
applied and covered with aggregate in the same manner specified for the first
application. Each surface shall then be broomed, bladed or raked as required
by the Contracting Officer and thoroughly rolled as specified for the first
course. Asphaltic material and aggregate for each course shall be applied at
the rates directed by the Contracting Officer.
The Contractor shall be responsible for the maintenance of each course until
covered by the succeeding courses or until the work is accepted by the
Contracting Officer. All holes or failures in the surface shall be repaired by
use of additional asphalt and aggregate. All fat or bleeding surfaces shall be
covered with approved cover material in such a manner that the asphaltic
material will not adhere to or be picked up by the wheels of vehicles.
1.7
1.7.1
Gradation tests shall be performed according to Test Method TEX-200-F.
There shall be one gradation test per 100 tons or fraction thereof per task
order.
1.7.2
Stripping tests shall be performed according to ASTM D 1664. One test
shall be performed for every 200 Tons or a minimum of one test per task order.
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1.7.3
Abrasion resistance tests shall be performed in accordance with ASTM C
131. One test shall be performed for every 200 tons or a minimum of one test
per task order.
1.7.4
Soundness tests shall be performed in accordance with ASTM C 80. One
test shall be performed for every 200 tons or a minimum of one test per task
order.
1.8
MEASUREMENT
Measurement will be made based on total square yards of surface that is
directed and approved.
1.9
PAYMENT
Payment shall be at the contract unit price per square yard for the pay Item
Double Bituminous Surface Treatment.
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SECTION
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0031
EMULSIFIED ASPHALT BASE TREATMENT
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0031
EMULSIFIED ASPHALT BASE TREATMENT
DESCRIPTION
This Item shall govern for one (1) or more applications of a mixture of emulsified asphalt and water used as a base treatment.
1.2.1
References
1.3
MATERIALS
1.3.1
Base Material
Base Material shall meet the requirements of SECTION: 0022, Flexible Base
Material.
1.3.2
Emulsified Asphalt
Emulsified Asphalt shall be a medium setting SS-1 anionic emulsion meeting the
requirements of Item 300, “Asphalts, Oils and Emulsions” (TSDHSB).
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The amount of emulsified asphalt in the mixture, expressed as a percent by
volume of the total mixture, shall be within the limits specified.
1.4
1.4.1
General - The emulsified asphalt and water mixture shall be applied by
a self-propelled sprinkler meeting the requirements of Item 204, "Sprinkling"
(TSDHSB), or other equipment approved by the Contracting Officer that will
uniformly distribute the mixture in the quantity determined by the Contracting
Officer.
This mixture shall be applied at the locations and to the extent shown on the
plans or as directed by the Contracting Officer.
The Contractor shall make suitable provisions for agitating the two (2)
materials sufficiently to produce a uniform blend.
The sprinkler or other
equipment and/or the measuring devices shall have been recently calibrated, and
the Contracting Officer shall be furnished an accurate and satisfactory record
of such calibration. After beginning the work, should the yield of the mixture
applied appear to be in error, the sprinkler or other equipment and/or the
measuring device shall be calibrated in a manner satisfactory to the
Contracting Officer before proceeding with the work.
1.4.2
Base - The Emulsified Asphalt shall be mixed and blended with the
aggregate base at the rate of: 1 gallon of emulsified asphalt per square yard
per 2-inch lift of aggregate base regardless of the amount of water added.
Unless otherwise indicated, the specified amount of Emulsified Asphalt applied
to the finish surface shall be 1/10 of a gallon of Emulsified Asphalt per
square yard regardless of the amount of water added.
The percentage of emulsified asphalt in the mixture shall be regulated to
insure that the specified amount of emulsified asphalt is incorporated into the
material, while maintaining the proper moisture content.
The treated material shall be mixed by blading, then shaped and compacted as
required by the pertinent specification for the particular course, to the
lines, grades and typical sections shown on plans.
The surface shall be
maintained with light applications of emulsified asphalt and water mixture or
water, as directed by the Contracting Officer, during curing of the course.
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The Contractor shall not begin work on an area when the finished surface of
that area can not be completed the same day.
Finish blading and compaction requirements shall conform to the requirements of
SECTION 0017, Compaction & Finegrade Soil.
1.5
Emulsified Asphalt Treatment shall be measured and paid for at the contract
unit price per gallon for the bid Item Emulsified Asphalt Base Treatment, for
the Emulsified Asphalt accepted in place.
The price will constitute full
compensation for furnishing all materials, including mixing water for
application, for all freight, hauling, mixing, and distributing the mixture as
specified, and for all labor, manipulation, tools, equipment and incidentals
necessary to complete the work. Exception, Base Material will be paid for as
defined in SECTION 0017, Compaction & Finegrade Soil.
1.6
SUBMITTALS, SAMPLES AND TESTING GUIDE
1.6.1
Emulsified Asphalt
Receipts from
supplied.
the
supplier
of
the
Emulsified
Asphalt
indicating
gallons
Product Data and Certificate of Compliance from Emulsified Asphalt Manufacturer
1.6.2
Aggregate
See submittals required for:
Surfaces.
Aggregate for Shoulders, Subbase, Base or Open
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0032
Seal Coat Jennite A.E. (2 Coats)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
003 Seal Coat Jennite A.E. (2 Coats)
Seal Coat Asphalt with Jennite A.E. (asphalt emulsion) with 4 pounds of sand
per gallon raw seal coat.
1.8
SUBMITTAL
1.3
The unit measure for Seal Coat Jennite A.E. (2 Coats) shall be the number of
square yards actually completed and accepted by the Contracting Officer.
Power sweeping is included in this line item. Power washing is included in
this line item. Crack seal and payment are included under unit item 0036
CRACK SEALING (COLD APPILED) Plyolastic.
1.4
REFERENCES
1.4.1
American Society for Testing Materials (ASTM)
1.4.1.1 C 136 Method for Sieve Analysis of Fine and Coarse Aggregates
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1.4.1.2 D 244 Standard Test Method for Emulsified Asphalts
1.4.1.3 D 2939 Method for Testing Emulsified Bitumens used as Protective
Coatings
1.4.1.4 D 3910 Practices for Design, Testing, and Construction of Slurry
Seal
1.4.2
American Association of State Highway and Transportation Officials
(AASHTO)
T-04481 - Method for Testing the Solubility of Bituminous Materials in
Organic Solvents.
1.5
SYSTEM DESCRIPTION
1.5.1 Provide primer in all areas.
1.5.2 Provide two (2) applications of the coating (engineered resin emulsion
slurry) in all areas.
1.5.3 Provide third coat in high traffic areas as shown in schedule and on
drawings.
1.6
PROJECT/SITE CONDITIONS
1.6.1
Environmental Requirements
1.6.1.1 Apply coating when pavement temperature is at least fifty (50)
degrees F. and air temperature is fifty (50) degrees F. and rising.
1.6.1.2 Apply coating during dry weather and when rain is not anticipated
within eight (8) hours after application is completed.
PART 2
PRODUCTS
************************************************************
THE SPECIFIER MAY CHOOSE TO HAVE A CLOSED PROPRIETARY SPECIFICATION BY NAMING
TWO ADDITIONAL SEALER MANUFACTURERS WHOSE SEALER MEETS THE SPECIFICATION
REQUIREMENTS AND PLACING IN [ 2.1.2 ] AND [ 2.1.3 ]
"OR"
THE SPECIFIER MAY CHOOSE TO HAVE A CLOSED PROPRIETARY SPECIFICATION [ 1 ] "
OR" AN OPEN PROPRIETARY SPECIFICATION [ 2 ] BY SELECTING ONE OF THE
FOLLOWING:
1. No substitutions allowed.
2. No other material will be acceptable unless approved by Architect/Engineer
in writing (10) ten days prior to Bid Date.
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************************************************************
2.1
MANUFACTURER
2.1.1 Neyra Industries, Inc., Cincinnati, Ohio: PaveShield®
http://www.neyra.com/paveapp.htm
2.1.2
2.1.3
2.2
MATERIALS
2.2.1 Sealer: PaveShield®
An engineered resin emulsion specifically formulated to extend pavement life.
2.2.2 Crack Sealant: CRACK SEALING (COLD APPILED) Plyolastic
Hot applied, elastomeric type crack sealant compatible with pavement coating.
2.2.3 Sand - As recommended in printed data sheets by sealer manufacturer.
2.2.3.1 Washed dry silica sand free of dust, trash, clay, organic materials
or other contaminates.
2.2.3.2 Gradation - To have an American Foundry Society grain fineness
number that is no less than fifty (50) and no more than seventy (70), when
tested in accordance with ASTM C 136.
2.2.4 Mixing Water
Potable and free from harmful soluble salts.
2.2.2 Temperature of the water - Minimum fifty degrees (50) F.
2.3
EQUIPMENT
Use equipment that keeps the mixture homogeneous at all times and is capable
of applying required coating weights evenly over entire width of application
mechanism to provide a uniformly coated surface.
2.4
MIXES
2.4.1 PaveShield®: Add five (5) pounds of sand to the engineered resin
emulsion, and mix with power equipment to a homogeneous coating.
2.4.2 PaveShield®: Add water to the coating mix as required for application,
quantity not to exceed twenty five (25) percent of engineered resin emulsion.
PART 3
EXECUTION
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EXAMINATION
3.1.1 Inspect existing paving surfaces for condition and defects that will
adversely affect quality of work, and which cannot be put into an acceptable
condition through normal preparatory work as specified.
3.1.2 Do not place coating over unsound oil spots softened by fuel or oil.
If this condition exists, notify Architect/Engineer.
3.1.3 Starting installation constitutes Contractor's acceptance of surface
as suitable for installation.
3.2
PREPARATION - AGED PAVEMENT
3.2.1 Repairing Asphaltic Concrete Pavement - Repair areas shown in schedule
according to Section 02950.
3.2.2 Crack Sealing - Apply crack sealant as detailed in Section 02975.
3.2.3 Cleaning - Clean pavement surface prior to applying primer coat and
coating.
3.2.4 Protection - Protect adjacent curbs, walks, fences, and other items
from receiving primer and coating.
3.2.5 Oil Spots - Clean oil spots and treat with oil spot primer.
3.2.6 Priming - Apply a diluted mixture of one (1) part primer and two (2)
parts water at the rate of 0.03 to 0.06 gallons per square yard.
3.3
PREPARATION - NEW PAVEMENT
3.3.1 Curing - Allow new asphalt to cure at least thirty (30) days before
applying pavement coating.
coating.
3.4
APPLICATION
3.4.1 Apply all coats uniformly at a rate of 0.14 - 0.17 gallons per square
yard using mixed and diluted material.
3.4.2 Each coat to cure sufficiently to take traffic without scuffing.
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3.4.3 Allow final coat to cure a minimum of twenty four (24) hours under
good drying conditions before allowing traffic.
3.5
CLEANING AFTER APPLICATION
Remove primer and coating from surfaces other than those requiring primer and
coating.
3.6
PROTECTION
Barricade coated area until the coating has dried sufficiently for traffic.
3.7
SCHEDULE
Provide notification to the Contracting Officer a minimum of 24 hours before
applying any layer of seal coat.
-----END OF SECTION-----
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SECTION
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0033
Seal Coat Jennite A.E. (3 Coats)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0033 Seal Coat Jennite A.E. (3 Coats)
Seal Coat Asphalt with Jennite A.E. (asphalt emulsion) with 4 pounds of sand
per gallon raw seal coat.
1.2
SUBMITTAL
1.3
The unit measure for Seal Coat Jennite A.E. (3 Coats) shall be the number of
square yards actually completed and accepted by the Contracting Officer.
Power sweeping is included in this line item. Power washing is included in
this line item. Crack seal and payment are included under unit item 0036
CRACK SEALING (COLD APPILED) Plyolastic.
1.4
REFERENCES
1.4.1 American Society for Testing Materials (ASTM)
1.4.1.1 C 136 Method for Sieve Analysis of Fine and Coarse Aggregates
1.4.1.2 D 244 Standard Test Method for Emulsified Asphalts
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1.4.1.3 D 2939 Method for Testing Emulsified Bitumens used as Protective
Coatings
1.4.1.4 D 3910 Practices for Design, Testing, and Construction of Slurry
Seal
1.4.2 American Association of State Highway and Transportation Officials
(AASHTO)
T-04481 - Method for Testing the Solubility of Bituminous Materials in
Organic Solvents.
1.5
SYSTEM DESCRIPTION
1.5.1 Provide primer in all areas.
1.5.2 Provide two (2) applications of the coating (engineered resin emulsion
slurry) in all areas.
1.5.3 Provide third coat in high traffic areas as shown in schedule and on
drawings.
1.6
1.6.1 Environmental Requirements
1.6.1.1 Apply coating when pavement temperature is at least fifty (50)
degrees F. and air temperature is fifty (50) degrees F. and rising.
1.6.1.2 Apply coating during dry weather and when rain is not anticipated
within eight (8) hours after application is completed.
PART 2 PRODUCTS
************************************************************
THE SPECIFIER MAY CHOOSE TO HAVE A CLOSED PROPRIETARY SPECIFICATION BY NAMING
TWO ADDITIONAL SEALER MANUFACTURERS WHOSE SEALER MEETS THE SPECIFICATION
REQUIREMENTS AND PLACING IN [ 2.1.2 ] AND [ 2.1.3 ]
"OR"
THE SPECIFIER MAY CHOOSE TO HAVE A CLOSED PROPRIETARY SPECIFICATION [ 1 ] "
OR" AN OPEN PROPRIETARY SPECIFICATION [ 2 ] BY SELECTING ONE OF THE
FOLLOWING:
1. No substitutions allowed.
2. No other material will be acceptable unless approved by Architect/Engineer
in writing (10) ten days prior to Bid Date.
************************************************************
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2.1
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MANUFACTURER
2.1.1 Neyra Industries, Inc., Cincinnati, Ohio: PaveShield®
http://www.neyra.com/paveapp.htm
2.1.2
2.1.3
2.2
MATERIALS
2.2.1 Sealer - PaveShield®
An engineered resin emulsion specifically formulated to extend pavement life.
2.2.2 Crack Sealant - CRACK SEALING (COLD APPILED) Plyolastic
Hot applied, elastomeric type crack sealant compatible with pavement coating.
2.2.3 Sand - As recommended in printed data sheets by sealer manufacturer.
2.2.3.1 Washed dry silica sand free of dust, trash, clay, organic materials
or other contaminates.
2.2.3.2 Gradation - To have an American Foundry Society grain fineness
number that is no less than fifty (50) and no more than seventy (70), when
tested in accordance with ASTM C 136.
2.2.4 Mixing Water - Potable and free from harmful soluble salts.
Temperature of the water: minimum fifty degrees (50) F.
2.3
EQUIPMENT
Use equipment that keeps the mixture homogeneous at all times and is capable
of applying required coating weights evenly over entire width of application
mechanism to provide a uniformly coated surface.
2.4
MIXES
2.2.1 PaveShield® - Add five (5) pounds of sand to the engineered resin
emulsion, and mix with power equipment to a homogeneous coating.
2.2.2 PaveShield® - Add water to the coating mix as required for
application, quantity not to exceed twenty five (25) percent of engineered
resin emulsion.
PART 3
3.1
EXECUTION
EXAMINATION
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3.1.1 Inspect existing paving surfaces for condition and defects that will
adversely affect quality of work, and which cannot be put into an acceptable
condition through normal preparatory work as specified.
3.1.2 Do not place coating over unsound oil spots softened by fuel or oil.
If this condition exists, notify Architect/Engineer.
3.1.3 Starting installation constitutes Contractor's acceptance of surface
as suitable for installation.
3.2
PREPARATION - AGED PAVEMENT
3.2.1 Crack Sealing - Apply crack sealant as detailed in Section 0036.
coating.
3.3
PREPARATION - NEW PAVEMENT
3.3.1 Curing - Allow new asphalt to cure at least thirty (30) days before
applying pavement coating.
coating.
parts water at the rate of 0.03 to 0.06 gallons per square yard. ]
3.4
APPLICATION
3.4.1 Apply all coats uniformly at a rate of 0.14 - 0.17 gallons per square
yard using mixed and diluted material.
3.4.2 Each coat to cure sufficiently to take traffic without scuffing.
3.4.3 Allow final coat to cure a minimum of twenty four (24) hours under
good drying conditions before allowing traffic.
3.5
CLEANING AFTER APPLICATION
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Remove primer and coating from surfaces other than those requiring primer and
coating.
3.6
PROTECTION
Barricade coated area until the coating has dried sufficiently for traffic.
3.7
SCHEDULE
Provide notification to the Contracting Officer a minimum of 24 hours before
applying any layer of seal coat.
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SECTION 0035
COLD MIX ASPHALTIC CONCRETE PATCHING AND HAND COMPACTION OF BASE
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0035
COLD MIX ASPHALTIC PATCHING
REFERENCES
Texas Department of Transportation Standard Specifications for Construction
and Maintenance of Highways, Streets and Bridges (TSDHSB), 2004 - in its
entirety.
1.3
Measurement and payment of pot hole patching shall be based on the contract
unit price for COLD MIX ASPHALT PATCHING. Hand compaction of base and
compaction of the cold mix asphalt shall be considered as incidental to the
work.
Measurement and payment for COLD MIX ASPHALT PATCHING shall be in
square yards of area indicated to be repaired on the task order.
Payment
shall constitute full compensation for furnishing all material, plant,
labor, equipment and incidentals necessary to complete the work.
1.4
TRAFFIC CONTROL
Traffic shall not be permitted over patches or spot repairs until the
material has cured to the point that rutting will not occur. The Contractor
shall provide all barricades and flagmen necessary to control traffic.
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PART 2
2.1
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MATERIALS
Hot Mixed, Cold Laid Asphaltic Concrete
Hot-mixed, cold laid asphaltic concrete material shall be approved by the
contracting officer’s representative prior to installation.
PART 3
3.1
EXECUTION
Base Course Preparation
All asphalt fragments in pot hole shall be removed and any exposed base
material shall be hand compacted to stabilize base.
3.2
Hot Mixed, Cold Laid Asphaltic Concrete
Hot mixed asphaltic concrete shall be placed and compacted while the
material is workable.
Compaction shall be accomplished by rolling over the
newly patched area with a vehicle tire until material reaches a compaction
so traffic can drive over the patched area without rutting occurring.
The
asphalt is to be placed with hand shovels, with material being placed
against existing edges and proceeding to the center of the work area.
Raking of the material shall be limited to the minimum necessary to level
the surface to grade.
The material shall be placed in layers not exceeding
2 1/2 inches in thickness.
Compaction of patches shall begin at the edges
of the patch and work toward the center. After completing compaction of the
surface layer, a straightedge shall be used to determine compatibility with
the adjacent pavement surface.
Any irregularities greater than 1/4 inch in
10 feet shall be corrected.
---- End of Section ----
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SECTION 0036
CRACK SEALING (COLD APPILED) PLYOLASTIC (FOR SEAL COATING)
PART 1
1.1
GENERAL
SUMMARY
This section covers the repair of random traverse, longitudinal (including
edge), and shrinkage cracks in bituminous pavements for the preparation of
seal coating bituminous pavements.
1.2
REFERENCES
extent referenced.
The publications are referred to in the text by their
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS
AASHTO M 173
(AASHTO)
(1984) Standard Specification for Concrete
Joint-Sealer, Hot-Poured, Elastic Type
AMERICAN SOCIETY FOR TESTING AND MATERIALS
ATSM D 242
(ASTM)
(1995) Mineral Filler for Bituminous Paving
Mixtures
ASTM D 1073
(1994) Fine Aggregate for Bituminous Paving
Mixtures
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ASTM D 1190
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(1996) Concrete Joint Sealer,
Hot-Poured, Elastic Type
ASTM D 3405
(1996) Joint Sealants, Hot-Poured, For
Concrete and Asphalt Pavements
ASTM D 3406
(1995) Joint Sealant, Hot-Applied,
Elastomeric Type for Portland Cement Concrete
Pavements
FEDERAL SPECIFICATION
SS-S-1401
(Revision C, Notice 1, 5 Sep 1988) Sealants,
Joint, Non-Jet-Fuel-Resistant, Hot-Applied,
For Portland and Asphalt Concrete Pavements
1.3
UNIT PRICES
1.3.1
Measurement
The unit of measure used for crack sealing will be the number of linear feet
(LF) of cracks sealed.
1.3.2
Payment
The measurement of sealant used, as specified in paragraph "Measurement"
will be paid for at the respective contract unit price in the bid schedule
on which the contract is based.
Payment shall constitute full compensation
for sealing cracks in existing pavements; furnishing all plant, materials,
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equipment, and tools; correcting unsatisfactory areas; and the supervision,
labor, and incidentals necessary to complete the work required by this
specification.
1.4
SUBMITTALS
The following
SUBMITTALS:
shall
be
submitted
in
accordance
with
SECTION
01300
SD-43, Construction Equipment List
All plant, equipment, machines, and tools used in the work shall be subject
to approval and shall be maintained in a satisfactory working condition at
all times.
Certificate of compliance from manufacturer of the crack sealant
Material receipt tickets to verify
submitted weekly as the work progresses.
1.5
gallons
of
material
used
must
be
DELIVERY, STORAGE, AND HANDLING
Crack sealants and other materials shall be stored in such a manner as to
avoid contamination.
1.6
Crack sealing work shall not close roadways. At least one lane of traffic
shall remain open while sealing work takes place. Begin crack filling
operations at the roadway centerline and work back to the pavement edge.
PART 2
PRODUCTS
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CRACK SEALANT
Crack sealant shall be Plyolastic®, which is a rubberized asphalt emulsion
crack filler (http://www.neyra.com/plyolast.htm) or similar product meeting
the specifications listed herein.
2.2
EQUIPMENT
All plant, equipment, tools, and machines used in the performance of this
work shall be approved by the Contract Officer prior to the commencement of
work.
2.2.1
Power Router
Self-powered equipment capable of routing out random cracks as well as
joints in asphalt concrete and portland cement pavements.
2.2.2
Power Brush/Blower
Self-powered equipment capable of cleaning debris out of random cracks and
Equipment shall
wire brush, blow out, and dress-up side walls in cracks.
2.2.3
Sealer Applicator
Truck or trailer mounted pressure applicator capable of dispensing hot
applied sealant material.
2.3
ACCESORIES
2.3.1
Mineral Filler
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Mineral filler shall conform to ASTM D 242.
2.3.2
Sand
Sand shall conform to ASTM D 1073. The gradations as specified in ASTM D
1073 may be adjusted to meet local materials. Adjustments will be approved
by the contracting Officer.
2.3.3
Squeegee
Hand squeegee designed for crack repair in bituminous pavements.
PART 3
3.1
EXECUTION
PREPARATION
3.1.1
Routing
Use equipment designed to rout cracks in bituminous pavements.
prior to sealing.
3.1.2
Rout cracks
Cleaning
Clean cracks of incompressible materials and debris with equipment designed
for crack repair. Blow the materials away with compressed air.
3.2
APPLICATION
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Crack sealant shall be hot-applied using an approved sealer applicator. The
pavement cracks shall be filled with crack sealer.
Do not overfill. When
applying material by squeegee, sealant material shall not exceed 1-1/2 inch
in width and shall be flush with the roadway. If the sealant shrinks upon
cooling, additional sealant shall be added to fill the opening flush with
the pavement surface.
3.3
PROTECTION
Protect freshly placed crack sealant from damage by vehicular traffic. Dust
sealant with fine sands or mineral dust.
The Contractor shall be
responsible for traffic control during this sealant cure period.
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SECTION 0037
CRACK SEALING (HOT APPILED) BITUMINOUS PAVEMENTS
PART 1
1.1
GENERAL
SUMMARY
LINE ITEM:
0037
CRACK SEALING (HOT APPILED) BITUMINOUS PAVEMENTS
This section covers the repair of random traverse, longitudinal
(including edge), and shrinkage cracks in bituminous pavements.
1.2
REFERENCES
extent referenced.
their basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS
(AASHTO)
AASHTO M 173
Joint-Sealer, Hot-Poured, Elastic Type
AMERICAN SOCIETY FOR TESTING AND MATERIALS
ATSM D 242
(ASTM)
(1995) Mineral Filler for Bituminous Paving
Mixtures
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ASTM D 1073
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(1994) Fine Aggregate for Bituminous Paving
Mixtures
ASTM D 1190
(1996) Concrete Joint Sealer,
Hot-Poured, Elastic Type
ASTM D 3405
(1996) Joint Sealants, Hot-Poured, For
Concrete and Asphalt Pavements
ASTM D 3406
(1995) Joint Sealant, Hot-Applied,
Elastomeric Type for Portland Cement Concrete
Pavements
FEDERAL SPECIFICATION
SS-S-1401
(Revision C, Notice 1, 5 Sep 1988) Sealants,
Joint, Non-Jet-Fuel-Resistant, Hot-Applied,
For Portland and Asphalt Concrete Pavements
1.3
UNIT PRICES
1.3.1
Measurement
The unit of measure used for crack sealing will be the number of
Linear feet of cracks sealed.
1.3.2
Payment
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The measurement of sealant used, as specified in paragraph "Measurement"
will be paid for at the respective contract unit price in the bid
schedule on which the contract is based.
Payment shall constitute full
compensation for sealing cracks in existing pavements; furnishing all
plant, materials, equipment, and tools; correcting unsatisfactory
areas; and the supervision, labor, and incidentals necessary to
complete the work required by this specification.
1.4
SUBMITTALS
The following shall be submitted in accordance with SECTION 01300
SUBMITTALS:
SD-43, Construction Equipment List
All plant, equipment, machines, and tools used in the work shall be
subject to approval and shall be maintained in a satisfactory working
condition at all times.
Certificate of compliance from manufacturer of the crack sealant
Material receipt tickets to verify pounds of material used must be
submitted weekly as the work progresses.
1.5
Crack sealants and other materials shall be stored in such a manner as
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to avoid contamination.
1.6
Crack sealing work shall not close roadways.
At least one lane of
traffic shall remain open while sealing work takes place.
Begin crack
filling operations at the roadway centerline and work back to the
pavement edge.
PART 2
2.1
PRODUCTS
CRACK SEALANT
Special elastic rubber-asphalt compound designed for crack sealing and
filling in the central Texas climate.
Crack sealant shall meet
referenced specifications including AASHTO M 173, ASTM D 1190, ASTM D
3405, or Federal Specification SS-S-1401.
2.2
EQUIPMENT
All plant, equipment, tools, and machines used in the performance of
this work shall be approved by the Contracting Officer, prior to the
commencement of work.
2.2.1
Power Router
Self-powered equipment capable of routing out random cracks as well as
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Power Brush/Blower
Self-powered equipment capable of cleaning debris out of random cracks
and joints in asphalt concrete and portland cement pavements.
will wire brush, blow out, and dress side walls in cracks.
2.2.3
Equipment
Sealer Applicator
Truck or trailer mounted pressure applicator capable of dispensing
hot-applied sealant material.
2.3
ACCESORIES
2.3.1
Mineral Filler
Mineral filler shall conform to ASTM D 242.
2.3.2
Sand
Sand shall conform to ASTM D 1073.
The gradations as specified in ASTM
D 1073 may be adjusted to meet local materials. Adjustments will be
2.3.3
Squeegee
Hand squeegee designed for crack repair in bituminous pavements.
PART 3
EXECUTION
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PREPARATION
3.1.1
Routing
Use equipment designed to rout cracks in bituminous pavements.
Rout
cracks prior to sealing.
3.1.2
Cleaning
Clean cracks of incompressible materials and debris with equipment
designed for crack repair.
Blow the materials away with compressed
air.
3.2
APPLICATION
Crack sealant shall be hot-applied using an approved sealer applicator.
The pavement cracks shall be filled with crack sealer.
Do not overfill.
When applying material by squeegee, sealant material shall not exceed
1-1/2 inch in width and shall be flush with the roadway. If the sealant
shrinks upon cooling, additional sealant shall be added to fill the
opening flush with the pavement surface.
3.3
PROTECTION
Protect freshly placed crack sealant from damage by vehicular traffic.
Dust sealant with fine sands or mineral dust.
The Contractor shall be
responsible for traffic control during this sealant cure period.
------- END OF SECTION -------
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SECTION 0038
RESEALING OF JOINTS IN RIGID PAVEMENT (3/8-Inch Wide Joint)
PART 1 GENERAL
1.1
SUMMARY
Line Item: 0038 RESEALING OF JOINTS IN RIGID PAVEMENT (3/8-Inch Wide Joint)
1.2
REFERENCES
extent referenced. The publications are referred to in the text by the
ASTM C 603
(1990; R 1997) Extrusion Rate and
Application Life of Elastomeric Sealants
ASTM C 639
(1995) Rheological (Flow) Properties of
Elastomeric Sealants
ASTM C 661
(1993) Indentation Hardness of
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Elastomeric-Type Sealants by Means of a
Durometer
ASTM C 679
(1987; R 1997) Tack-Free Time of
ASTM C 719
(1993) Adhesion and Cohesion of
Elastomeric Joint Sealants Under Cyclic
Movement (Hockman Cycle)
ASTM C 792
(1993) Effects of Heat Aging on Weight
Loss, Cracking, and Chalking of
ASTM C 793
(1991) Effects of Accelerated Weathering
on Elastomeric Joint Sealants
ASTM D 412
(1997) Vulcanized Rubber and Thermoplastic
Rubbers and Thermoplastic Elastomers Tension
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS SS-S-200
(Rev. E; Am. 2) Sealants, Joint,
Two-Component, Jet-Blast Resistant,
Cold-Applied, For Portland Cement Concrete
Pavement
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SUBMITTALS
Submit the following in accordance with Section 01330, "Submittal
Procedures."
Product Data
Joint sealant
Submit catalog cuts, specifications, material Safety Data Sheets
and other information documenting conformance to contract
requirements.
Samples
Joint filler
Separating tape
Joint backer rod
Joint sealant
Test Reports
Joint sealant (factory test report)
Certificates
Equipment list
Manufacturer's Instructions
Joint sealant
Instructions shall include, but not be limited to: storage
requirements, ambient temperature, humidity ranges, and
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moisture condition of joints for successful installation;
requirements for preparation of joints; safe heating temperature;
mixing instructions; installation equipment and procedures;
application and disposal requirements; compatibility of sealant
with filler material; curing requirements; and restrictions to be
adhered to in order to reduce hazards to personnel or to the
environment. Submit instructions at least 30 days prior to use.
1.4
Inspect materials delivered to the site for visible damage, and unload and
store with a minimum of handling. Joint materials shall be delivered in
original sealed containers and shall be protected from freezing or
overheating. Provide jobsite storage facilities capable of maintaining
temperature ranges within manufacturers recommendations.
1.5
ENVIRONMENTAL REQUIREMENTS
Work shall not proceed when weather conditions detrimentally affect the
quality of cleaning joints or applying joint sealants. Joint preparation
and sealing shall proceed only when weather conditions are in accordance
with manufacturer's instructions. During installation, surfaces shall be
dry and sealant and bond breakers shall be protected from moisture.
1.6
TRAFFIC CONTROL
Do not permit vehicular or heavy equipment traffic on the pavement in the
area of the joints being sealed during the protection and curing period of
the joint sealant. At the end of the curing period, traffic may be permitted
on the pavement when approved.
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EQUIPMENT
Submit a equipment list and description of the equipment to be used and a
statement from the supplier of the joint sealant that the proposed
equipment is acceptable for installing the specified sealant. Equipment
for heating, mixing, and installing joint seals shall be in accordance with
the instructions provided by the joint seal manufacturer. Furnish
equipment, tools, and accessories necessary to clean existing joints and
install liquid joint sealants. Maintain machines, tools, and other
equipment in proper working condition.
1.7.1
Joint Cleaning Equipment
1.7.1.1
Routing Tool
To remove old sealant from joints, select rectangular shaped routing tool
that is adjustable to varying widths and depths required. The equipment shall
be capable of maintaining accurate cutting depth and width control. The joint
plow shall be equipped with a spring or hydraulic mechanism to release
pressure on the tool prior to spalling the concrete.
1.7.1.2
Concrete Saw
Self-propelled power saw with diamond saw blades designed for sawing,
refacing, widening, or deepening existing joints as specified without
damaging the sides, bottom, or top edge of joints. Blades may be single or
gang type with one or more blades mounted in tandem for fast cutting.
Select saw adequately powered and sized to cut specified opening with not
more than two passes of the saw through the joint.
1.7.1.3
Sandblasting Equipment
Commercial type capable of removing residual sealer, oil, or other foreign
material. Equipment shall include an air compressor, hose and nozzles of
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proper size, shape, and opening. Attach an adjustable guide that will hold
the nozzles aligned with the joint to effectively and efficiently clean
without damage to concrete edges. Adjust height, angle of inclination, or
size of nozzles to sandblast joint faces and not bottom of joint.
1.7.1.4
Air Compressor
Portable air compressor capable of operating the sandblasting equipment and
capable of blowing out sand, water, dust adhering to sidewalls of concrete,
and other objectionable materials from the joints. The compressor shall
furnish air at a pressure not less than 620 kPa 90 psi and a minimum rate of
0.07 cubic meter of air per second 150 cubic feet of air per minute at the
nozzles and free of oil.
1.7.1.5
Vacuum Sweeper
Self-propelled, vacuum pickup sweeper capable of completely removing loose
sand, water, joint material, and debris from pavement surface.
1.7.1.6
Hand Tools
When approved, hand tools such as brooms and chisels may be used in small
areas for removing old sealant from joints and repairing or cleaning the
joint faces.
1.8
JOINT SEALING EQUIPMENT
Joint sealing equipment shall be of a type required by the joint seal
manufacturer's installation instructions. Equipment shall be capable of
installing sealant to the depths, widths and tolerances indicated. When
malfunctions are noted, joint sealing shall not proceed until they are
corrected.
1.9
HOT-POURED LIQUID SEALANT
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Install hot-poured sealant materials with unit applicators which will heat
and extrude the sealant. Equip the mobile units with double-wall agitator
type kettles with an oil medium in the outer space for heat transfer, a
direct-connected pressure-type extruding device with nozzles shaped for
insertion in the joints to be filled, and a positive device for controlling
the temperature of oil and sealer. Design the applicator so that the sealant
will circulate through the delivery hose and return to the kettle when not
sealing a joint. Insulate the applicator wand from the kettle to the nozzle.
Select dimensions of the nozzles such that the tip of the nozzle will easily
feed sealant into the void space of the joint. Equip the nozzle tip with a
metal cross-bar to ensure that the top of the sealant fed into the joint is
level and within the indicated tolerance below the pavement surface.
1.10
TWO-COMPONENT COLD-APPLIED LIQUID SEALANTS
For two component cold applied machine mixed sealants the equipment shall be
capable of delivering each component within an accuracy of 5 percent. Equip
reservoirs for each component with mechanical agitation devices. Equip
equipment with thermostatically controlled indirect heating of components
when required. Equipment shall include screens over each reservoir to
eliminate foreign particles or partially polymerized material which may clog
lines. Equipment shall be capable of intimately mixing the two components
through a range of application rates from 0.011 to 0.63 liter per second 10
to 60 gallons per hour and through a range of pressures from 345 to 1034 kPa
50 to 150 pounds per square inch. [Hand-mixing of cold-applied two component
sealant may be done at the option of the Contractor for sealants conforming
to FS SS-S-200, Type H].
1.11
SAFETY PROVISIONS
In accordance with the provisions of the contract respecting "Accident
Prevention," the Contractor shall take appropriate measures to control
worker exposure to toxic substances during the work. Provide personnel
protective equipment as required. Material Safety Data Sheets (Department
of Labor Form OSHA-20 or comparable form) shall be available on the site.
1.12
MEASUREMENT
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The quantity of each resealing item to be paid for will be determined by
measuring the length of in-place material that has been approved.
1.13
PAYMENT
Payment will be made at the contract unit bid
resealing items scheduled, including approved
unit bid prices shall include the cost of all
all equipment, and tools required to complete
prices per unit length for the
trail joint/installation. The
labor, materials, the use of
the work.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 Joint Sealant
FS SS-S-200 - For sealing joints in portland-cement
concrete pavements subjected to the spillage of
lubricating oils, hydraulic fluids, jet fuel and to
the heat and blast of jet aircraft engines including
simulated aircraft carrier decks within standard
runways.
2.1.1.1 Two Component Cold-Applied Sealing Compound
FS SS-S-200, Type [H] or [M]].
2.1.2 Primers
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Select concrete primer recommended by the manufacturer of the proposed
liquid joint sealant
2.1.3 Bond Breakers
2.1.3.1 Blocking Media
Compressible, non-shrinkable, nonreactive with joint sealant and
non-absorption type such as plastic backer rod, free of oils or bitumens.
Blocking media shall be consistent with the joint seal manufacturer’s
installation instructions and be at least 25 percent larger in diameter
than the width of the cleaned and re-faced joints as shown.
2.1.3.2 Separating Tape
Polyethylene or polyester tape, 0.075 mm 3 mil minimum thickness, or
masking tape, nonreactive, nonabsorptive, adhesive-back tape, width equal
to width of cleaned and refaced joints as indicated. Separating tape shall be
consistent with the joint seal manufacturer's installation instructions.
PART 3
EXECUTION
3.1 JOINT PREPARATION
Unless otherwise indicated, remove existing material, saw, clean and reseal
joints. Do not proceed with final cleaning operations by more than one
working day in advance of sealant. Thoroughly clean joints by removing
existing joint sealing compound, bond-breakers, dirt, and other foreign
material with the equipment specified herein, but not limited thereto.
Cleaning procedures which damage joints or previously repaired patches by
chipping or spalling will not be permitted. Remove existing sealant to the
required depth as indicated. Precise shape and size of existing joints vary,
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and conditions of joint walls and edges vary and include but are not limited
to rounding, square edges, sloping, chips, voids, depressions, and
projections.
3.1.1
Removal of Existing Material
Remove from the joint the existing sealants by using the specified routing
tool. After cutting free the existing sealant from both joint faces, remove
sealant to the depth required to accommodate the bond breaking material and
to maintain the specified depth for the new sealant. For expansion joints,
remove existing sealant to a depth of not less than [the indicated depth.] 25
mm one inch. When existing preformed expansion-joint material is more than 25
mm one inch below the surface of the pavement, remove existing sealant to the
top of the preformed joint filler. For joints other than expansion joints,
remove in-place sealant to the depth as indicated. At the completion of
routing operations, clean pavement surface with vacuum sweeper and clean the
joint opening by blowing with compressed air. Protect previously cleaned
joints from being contaminated by subsequent cleaning operations.
3.1.2
Final Cleaning of Joints
3.1.2.1
Sandblasting Cleaning (If approved by the Contracting Officer)
Following removal of existing sealant, and sawing, and immediately before
resealing, thoroughly clean newly exposed concrete joint faces and pavement
surface extending up to 50 mm 2 inches from each joint edge by sandblasting
until concrete surfaces in the joint space are free of sealants, dust, dirt,
water and other foreign materials which would prevent bonding of new sealants
to the concrete. Use sand particles of the proper size and quality for the
work. Perform sandblasting with specified nozzles, air compressor, and other
appurtenant equipment. Position nozzles to clean the joint faces. Make at
least two passes; one for each joint face. Make as many passes as required
for proper cleaning. Immediately prior to sealing the joint, blow out the
joint spaces with compressed air until completely free of sand, water, and
dust. Joints shall be dry before installation of joint sealant. Replace
expansion joint filler material damaged in performing the work with new
materials of the same type and dimensions as the existing material, or with
appropriate backing material.
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Bond Breaker
At the time the joints receive the final cleaning and are dry, install bond
breaker material, per manufacturer’s instructions, with a steel wheel or
other approved device.
3.1.3.1
Blocking Media
Plug or seal off the lower portion of the groove by installing the
specified blocking media, per manufacturer’s instructions.
3.1.3.2
Separating Tape
Insert the specified tape, per manufacturer’s instructions.
3.1.4 Rate of Progress
The final stages of joint preparation, which include placement of bond
breakers, if required, shall be limited to only that length of joint that
can be resealed during the same workday.
3.1.5 Disposal of Debris
Sweep from pavement surface to remove excess joint material, dirt, water,
sand, and other debris by vacuum sweepers or hand brooms. Remove the debris
immediately to the post landfill.
3.2
PREPARATION OF SEALANT
3.2.1
Cold-Applied, Two Component Type
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Reject materials which contain water, hard caking of separated
constituents, nonreversible jell, or other unsatisfactory conditions such
as settlement of constituents into a soft mass that cannot be readily and
uniformly remixed in the field with simple tools. In conformance with the
manufacturer's recommendations, mix individual components in separate
shipping containers before transferring components to appropriate reservoirs
of application equipment. Thoroughly mix components to ensure homogeneity of
components and incorporation of constituents at time of transfer. When
necessary, for remixing prior to transfer, warm components to a temperature
not exceeding 32 degrees C 90 degrees F by placing components in heated
storage or by other approved methods. In no case shall components be heated
by direct flame or in single-walled, non-oil-bath heating kettles. Hand
mixing of cold-applied two component
to FS SS-S-200, Type H.
3.3
INSTALLATION OF SEALANT
3.3.1
Test Section
Install a test section of 60 m 200 linear feet at the start of the sealing
operation for each type sealant to be used. [A representative of the joint
seal manufacturer shall be on site full time during the installation of the
test section.] Test section shall meet contract requirements. The Contracting
Officer shall be notified upon completion of the test section.
3.3.2
Time of Application
After approval of the test section, seal joints immediately following final
cleaning and placing of bond breakers. Commence sealing joints when walls are
dust free and dry, and when weather conditions meet joint seal manufacturer's
instructions. If the above conditions cannot be met, or when rain interrupts
sealing operations, reclean and permit the joints to dry prior to installing
the sealant
3.3.3
Sealing the Joints
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Do not install joint sealant until joints to be sealed have been inspected
and approved. Install bond breaker just prior to pouring sealant. Fill the
joints with sealant from bottom up until joints are uniformly filled solid
from bottom to top using the specified equipment for the type of sealant
required. Fill joints to 6 mm 1/4 inch below top of pavement within
tolerances as indicated, and without formation of voids or entrapped air.
Except as otherwise permitted, tool the sealant immediately after indicated
sealant profile below the pavement surface. Remove excess application to
provide firm contact with the joint walls and to form the sealant that has
been inadvertently spilled on the pavement surface. When two-component
sealants are placed, each day check hourly the proportioning capability of
the equipment to determine that the preset volume output for each component
is being maintained. The material used for these checks may be returned to
the proper component reservoir. In no case shall two component sealants be
installed using gravity methods and pouring spouts, except for approved hand
mixing methods. When a primer is supplied or recommended by the manufacturer
of a two component sealant, apply the primer evenly to the joint faces in
accordance with the manufacturer's recommendations. Check sealed joints
frequently to assure that newly installed sealant is cured to a tack- free
condition within 3 hours. Protect new sealant from rain during curing period.
3.4
3.4.1
Sampling Joint Seal
Obtain a one gallon sample of each type of joint seal on the project from
material used for each 3,000 m 10,000 linear feet or less of joints sealed.
Store samples according to joint seal manufacturer's instructions. Retain
samples until final acceptance of the work by the Contracting Officer.
3.4.2 Joints
Inspect and approve joints which have been cleaned and have backer rods or
bond breaking tape installed prior to sealing.
3.4.3 Joint Seal Test Section
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The joint seal manufacturer's representative shall provide written notice of
deficiencies and required corrections or adjustments in joint seal
installation procedures. Correct deficiencies and obtain approval of test
section by the Contracting Officer prior to installing joint seals.
3.4.4 Joint Sealer
Inspect installed joint seals for conformance to contract requirements,
joint seal manufacturer's instructions, and the test section. Obtain
approval for each joint seal installation.
3.5
ACCEPTANCE
Reject joint sealer that fails to cure properly, or fails to bond to joint
walls, or reverts to the uncured state, or fails in cohesion, or shows
excessive air voids, blisters, surface defects, swelling, or other
deficiencies, or is not properly recessed within indicated tolerances.
Remove rejected sealer and reclean and reseal joints in accordance with the
specification. Perform removal and reseal work promptly by and at the expense
of the Contractor.
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SECTION 0039
PART 1 GENERAL
1.1
SUMMARY
1.2
REFERENCES
ASTM C 603
ASTM C 639
ASTM C 661
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Durometer
ASTM C 679
ASTM C 719
ASTM C 792
ASTM C 793
ASTM D 412
FS SS-S-200
Pavement
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SUBMITTALS
Procedures."
Product Data
Joint sealant
requirements.
Samples
Joint filler
Separating tape
Joint backer rod
Joint sealant
Test Reports
Certificates
Equipment list
Joint sealant
requirements, ambient temperature and humidity ranges, and
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1.4
1.5
1.6
TRAFFIC CONTROL
1.7
EQUIPMENT
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1.7.1
1.7.1.1
Routing Tool
1.7.1.2
Concrete Saw
1.7.1.3
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Air Compressor
1.7.1.5
Vacuum Sweeper
1.7.1.6
Hand Tools
joint faces.
1.7.2
Joint Sealing Equipment
corrected.
1.7.3
Hot-Poured Liquid Sealant
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1.7.4
Two-Component Cold-Applied Liquid Sealants
For two component cold applied machine mixed sealants the equipment shall
be capable of delivering each component within an accuracy of 5 percent.
Equip reservoirs for each component with mechanical agitation devices. Equip
1.8
SAFETY PROVISIONS
protective equipment as required. Material Safety Data Sheets (Department of
Labor Form OSHA-20 or comparable form) shall be available on the site.
1.9
MEASUREMENT
1.10
PAYMENT
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the work.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 Joint Sealant
FS SS-S-200 - For sealing joints in portland-cement concrete pavements
subjected to the spillage of lubricating oils, hydraulic fluids, jet fuel and
to the heat and blast of jet aircraft engines including simulated aircraft
carrier decks within standard runways.
FS SS-S-200, Type [H] or [M]].
2.1.2 Primers
2.1.3 Bond Breakers
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Blocking media shall be consistent with the joint seal manufacturer's
PART 3
3.1
EXECUTION
JOINT PREPARATION
projections.
3.1.1 Removal of Existing Material
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3.1.2
3.1.2.1 Sandblasting Cleaning (If approved by the Contracting Officer)
3.1.3
Bond Breaker
3.1.3.1
Blocking Media
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Separating Tape
3.1.4
Rate of Progress
breakers, if required, shall be limited to only that length of joint that can
be resealed during the same workday.
3.1.5
Disposal of Debris
3.2
3.2.1
constituents, nonreversible jell, or other unsatisfactory conditions such as
settlement of constituents into a soft mass that cannot be readily and
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3.3.1
Test Section
3.3.2
Time of Application
instructions. If the above conditions cannot be met, or when rains interrupts
the sealant
3.3.3
Sealing the Joints
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3.4
3.4.1
Sampling Joint Seal
3.4.2
Joints
3.4.3
Joint Seal Test Section
3.4.4
Joint Sealer
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ACCEPTANCE
of the Contractor.
----End of Section----
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SECTION 0040
PART 1 GENERAL
1.1
SUMMARY
1.2
REFERENCES
ASTM C 603
ASTM C 639
ASTM C 661
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Durometer
ASTM C 679
ASTM C 719
ASTM C 792
ASTM C 793
ASTM D 412
FS SS-S-200
Pavement
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SUBMITTALS
Procedures."
Product Data
Joint sealant
requirements.
Samples
Joint filler
Separating tape
Joint backer rod
Joint sealant
Test Reports
Certificates
Equipment list
Joint sealant
Instructions shall include, but not be limited to: storage requirements,
ambient temperature and humidity ranges, and moisture condition of joints for
successful installation; requirements for preparation of joints; safe heating
temperature; mixing instructions; installation equipment and procedures;
application and disposal requirements; compatibility of sealant with filler
material; curing requirements; and restrictions to be adhered to in order to
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reduce hazards to personnel or to the environment. Submit instructions at
least 30 days prior to use.
1.4
1.5
1.6
TRAFFIC CONTROL
1.7
EQUIPMENT
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1.7.1
1.7.1.1
Routing Tool
1.7.1.2
Concrete Saw
1.7.1.3
1.7.1.4
Air Compressor
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1.7.1.5
Vacuum Sweeper
1.7.1.6
Hand Tools
joint faces.
1.7.2
corrected.
1.7.3
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1.7.4
1.8
SAFETY PROVISIONS
protective equipment as required. Material Safety Data Sheets (Department
of Labor Form OSHA-20 or comparable form) shall be available on the site.
1.9
MEASUREMENT
1.10
PAYMENT
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the work.
PART 2 PRODUCTS
2.1
MATERIALS
2.1.1
Joint Sealant
FS SS-S-200, Type [H] or [M]]
2.1.2 Primers
2.1.3 Bond Breakers
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Blocking media shall be consistent with the joint seal manufacturer's
PART 3
3.1
EXECUTION
JOINT PREPARATION
projections.
3.1.1
Removal of Existing Material
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3.1.2
3.1.2.1
Sandblasting Cleaning (If approved by the Contracting Officer)
3.1.3
Bond Breaker
3.1.3.1
Blocking Media
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Separating Tape
3.1.4
Rate of Progress
3.1.5
Disposal of Debris
3.2
3.2.1
mixing of cold-applied two component sealant may be done at the option of the
Contractor for sealants conforming to FS SS-S-200, Type H.
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3.3.1
Test Section
3.3.2
Time of Application
the sealant
3.3.3
Sealing the Joints
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3.4
3.4.1
Sampling Joint Seal
3.4.2
Joints
3.4.3
Joint Seal Test Section
3.4.4
Joint Sealer
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ACCEPTANCE
of the Contractor.
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SECTION 0041
RESEALING OF JOINTS IN RIGID PAVEMENT (1-Inch Wide Joint)
PART 1 GENERAL
1.1
SUMMARY
Line Item: 0041 RESEALING OF JOINTS IN RIGID PAVEMENT (1-Inch Wide Joint)
1.2
REFERENCES
ASTM C 603
ASTM C 639
ASTM C 661
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Durometer
ASTM C 679
ASTM C 719
ASTM C 792
ASTM C 793
ASTM D 412
FS SS-S-200
Pavement
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SUBMITTALS
Procedures."
Product Data
Joint sealant
requirements.
Samples
Joint filler
Separating tape
Joint backer rod
Joint sealant
Test Reports:
Certificates:
Equipment list
Manufacturer's Instructions:
Joint sealant
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requirements, ambient temperature and humidity ranges, and
1.4
1.5
1.6
TRAFFIC CONTROL
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EQUIPMENT
1.7.1
1.7.1.1
Routing Tool
1.7.1.2
Concrete Saw
1.7.1.3
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1.7.1.4
Air Compressor
1.7.1.5
Vacuum Sweeper
1.7.1.6
Hand Tools
joint faces.
1.7.2
corrected.
1.7.3
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1.7.4
1.8
SAFETY PROVISIONS
protective equipment as required. Material Safety Data Sheets (Department of
Labor Form OSHA-20 or comparable form) shall be available on the site.
1.9
MEASUREMENT
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PAYMENT
the work.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 Joint Sealant
[FS SS-S-200, Type [H] or [M]]
2.1.2 Primers
2.1.3 Bond Breakers
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Compressible, nonshrinkable, nonreactive with joint sealant and
nonabsorption type such as plastic backer rod, free of oils or bitumens.
Blocking media shall be consistent with the joint seal manufacturers
masking tape, nonreactive, nonabsorptive, adhesive-back tape, width equal to
width of cleaned and refaced joints as indicated. Separating tape shall be
PART 3 EXECUTION
3.1 JOINT PREPARATION
projections.
3.1.1 Removal of Existing Material
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3.1.2
3.1.2.1 Sandblasting Cleaning (If approved by the Contracting Officer)
3.1.3 Bond Breaker
At the time the joints receive the final cleaning and are dry, install
bond breaker material, per manufacturer’s instructions, with a steel wheel or
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3.1.4 Rate of Progress
3.1.5 Disposal of Debris
3.2 PREPARATION OF SEALANT
3.2.1 Cold-Applied, Two Component Type
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3.3 INSTALLATION OF SEALANT
3.3.1 Test Section
3.3.2 Time of Application
the sealant
3.3.3 Sealing the Joints
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3.4 FIELD QUALITY CONTROL
3.4.1 Sampling Joint Seal
3.4.2 Joints
3.4.3 Joint Seal Test Section
3.4.4 Joint Sealer
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3.5 ACCEPTANCE
of the Contractor.
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SECTION 0042
Miscellaneous Concrete (Rebar Included)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0042
Miscellaneous Concrete (Rebar Included)
REFERENCES
This section is to reference SECTION 03301 Miscellaneous Concrete for
all aspects of this line item.
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SECTION 0043
Concrete Pavement (Roadways & Motorpools; Rebar not Included)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0043
Concrete Pavement
REFERENCES
This section is to reference SECTION 02515 CONCRETE PAVEMENT FOR ROADS,
STREETS, AND OPEN STORAGE AREAS for all aspects of this line item.
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SECTION 0044
Concrete Retaining Wall
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0044
Concrete Retaining Wall (Rebar Included)
REFERENCES
This section is to reference
all aspects of this line item.
SECTION
03301
Miscellaneous
Concrete
for
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SECTION 0045
Concrete Curb and Gutter
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0045
Concrete Curb and Gutter
Standard 6” Curb and Gutter is calculated at 15 LF per CY of concrete.
1.2
REFERENCES
This section is to reference SECTION 02511 CONCRETE SIDEWALKS AND CURBS
AND GUTTERS AND EROSION RETARDS for all aspects of this line item.
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SECTION 0046
Concrete Erosion Retard
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0046
Concrete Erosion Retard
REFERENCES
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SECTION 0047
Concrete Sidewalk
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0047
Concrete Sidewalk
REFERENCES
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SECTION 0048
Concrete Headwall
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0048
Concrete Headwall (Rebar Included)
REFERENCES
This section is to reference SECTION 03301 Miscellaneous Concrete
SECTION 02720 STORM-DRAINAGE SYSTEM for all aspects of this line item.
and
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SECTION 0049
Concrete Box Inlet & Manhole
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0049
Concrete Box Inlet & Manhole (Rebar Included)
REFERENCES
This section is to reference SECTION 03301 Miscellaneous Concrete
SECTION 02720 STORM-DRAINAGE SYSTEM for all aspects of this line item.
and
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SECTION 0050
Concrete Steel Reinforcement
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0050
Concrete Steel Reinforcement
REFERENCES
This section is to reference SECTION 02515 CONCRETE PAVEMENT FOR ROADS,
STREETS, AND OPEN STORAGE AREAS for all aspects of this line item.
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SECTION 0064
VALVE BOX ADJUSTMENTS
PART 1
GENERAL
1.1
SUMMARY
(Not Applicable)
1.2
REFERENCES
extent referenced.
AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM)
ASTM A 48
(1983) Gray Iron Castings
ASTM C 32
(1973; Rev 1984) Sewer and Manhole Brick
(Made From Clay and Shale)
ASTM C 62
(1988) Building Brick (Solid Masonry
Units Made From Clay or Shale)
ASTM C 94
(1986; Rev b) Ready Mixed Concrete
ASTM C 270
(1989) Mortar for Unit Masonry
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FEDERAL SPECIFICATIONS (Fed. Spec.)
RR-F-621C 1977
1.3
Frames, Covers, Gratings, Stops, Sump
Measurement shall be by the unit for "Valve Box Adjusted to Grade". The
quantity of adjustments shall be paid for at the applicable contract unit
price per each, and payment shall constitute full compensation for all
work required by this Section. Adjustments to grade of miscellaneous
structures not specifically listed in Paragraph "Valve Box Adjustment"
shall be paid for at the contract unit price for "Valve Box Adjusted to
Grade" for structures having a surface area of one square foot or less.
Other miscellaneous adjustments shall be paid for at the contract unit
price for "Manhole Adjusted to Grade"
PART 2
2.1
PRODUCTS
MATERIALS
Materials shall conform to the respective references and other
2.1.1
Mortar:
ASTM C 270, Type M.
2.1.2
Concrete: ASTM C 94, 28 day compressive strength of 3000 psi.
Concrete shall be protected from freezing and moisture loss for 7 days.
2.1.3
Valve Boxes:
Cast iron, minimum thickness of 3/16 inch.
Valve
boxes shall be extension type with screw or slide type adjustment with
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flared base, and shall be sized for the valve for which it is used.
The lids shall be cast with the words "WATER" for use on water valves,
and "Gas" for gas valves.
PART 3
3.1
EXECUTION
VALVE BOX ADJUSTMENT
Adjustment of all valve boxes to grade shall be made prior to or within 48
hours after hot-mix overlay has been placed.
If adjustment is made after
the overlay has been placed, the area disturbed shall be sawn to neat
uniform lines and replaced as soon as possible with the same mix as the
original.
Valve boxes that have been adjusted to full extension and will
not match new grade shall be adjusted with new extensions or complete new
valve boxes.
Valve boxes, frames and covers structurally damaged by the
Contractor shall be removed and replaced at no additional cost to the
Government. The plans contain typical details of valve boxes.
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SECTION 0065
MANHOLE ADJUSTED TO GRADE
PART 1
GENERAL
1.1
SUMMARY
(Not Applicable)
1.2
REFERENCES
extent referenced.
ASTM A 48
ASTM C 32
(1973; Rev 1984) Sewer and Manhole Brick
(Made From Clay and Shale)
ASTM C 62
(1988) Building Brick (Solid Masonry
Units Made From Clay or Shale)
ASTM C 94
(1986; Rev b) Ready Mixed Concrete
ASTM C 270
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FEDERAL SPECIFICATIONS (Fed. Spec.)
RR-F-621C 1977
1.3
Frames, Covers, Gratings, Stops, Sump
Measurement shall be by the unit for "Manhole Adjusted to Grade".
The
quantity of adjustments shall be paid for at the applicable contract unit
price per each, and payment shall constitute full compensation for all
work required by this Section. Adjustments to grade of miscellaneous
structures not specifically listed in Paragraph "Manhole Adjustment" shall
be paid for at the contract unit price for "Valve Box Adjusted to Grade"
for structures having a surface area of one square foot or less.
Other
miscellaneous adjustments shall be paid for at the contract unit price for
"Manhole Adjusted to Grade"
PART 2
2.1
PRODUCTS
MATERIALS
Materials shall conform to the respective references and other
2.1.1
Manhole Brick:
ASTM C 62, Grade SW, or ASTM C32, Grade M5.
2.1.2
Mortar:
2.1.3
Concrete: ASTM C 94, 28 day compressive strength of 3000 psi.
ASTM C 270, Type M.
Concrete shall be protected form freezing and moisture loss for 7 days.
PART 3
EXECUTION
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MANHOLE ADJUSTMENT
Adjustment of all manholes to grade shall be made prior to or within 48
hours after hot-mix overlay has been placed.
If adjustment is made after
the overlay has been placed, the area disturbed shall be sawn to neat
uniform lines and replaced as soon as possible with the same mix as
the original.
Manholes of brick construction shall be adjusted by
addition of brick layers laid radially.
The existing manhole brick shall
be removed to a point that additional brick may be laid to the correct
grade.
Manholes of concrete construction shall have the frame and cover
removed from the existing concrete, being careful while breaking it out
not to structurally damage the existing manhole, raised and rebedded in
new
concrete
to
the
correct
grade.
Manholes,
frames
and
covers
structurally damaged by the Contractor shall be removed and replaced at
no additional cost to the Government.
The plans contain typical
details of manholes.
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SECTION 0066
21” x 15” (Arch Pipe Installed)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0066 21” x 15” (Arch Pipe Installed)
REFERENCES
This section is to reference SECTION 02720 STORM-DRAINAGE SYSTEM for all
aspects of this line item.
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SECTION 0067
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0067 28” x 20” (Arch Pipe Installed)
REFERENCES
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SECTION 0068
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0068
REFERENCES
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SECTION 0069
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0069
REFERENCES
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SECTION 0070
Corrugated Metal Pipe Culvert (Installed)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0070
Corrugated Metal Pipe Culverts (Installed)
REFERENCES
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SECTION 0071
Corrugated Metal Pipe (CMP) Culvert with Slotted Drain (Installed)
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0071
CMP with Slotted Drain Culvert (Installed)
REFERENCES
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SECTION 0072
Reinforced Concrete Pipe 18-inch Diameter (Installed)
PART 1
1.1
GENERAL
SUMMARY
Line Item: 0072
1.2
REFERENCES
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SECTION 0073
PART 1
1.1
GENERAL
SUMMARY
Line Item: 0073
1.2
REFERENCES
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SECTION 0074
PART 1
1.1
GENERAL
SUMMARY
Line Item: 0074
1.2
REFERENCES
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SECTION 0075
PART 1
1.1
GENERAL
SUMMARY
Line Item: 0075
1.2
REFERENCES
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SECTION 0076
PART 1
1.1
GENERAL
SUMMARY
Line Item: 0076
1.2
REFERENCES
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SECTION 0077
PART 1
1.1
GENERAL
SUMMARY
Line Item: 0077
1.2
REFERENCES
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SECTION 0078
PART 1
1.1
GENERAL
SUMMARY
Line Item: 0078
1.2
REFERENCES
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SECTION 0079
Perforated PVC 6-inch Diameter Pipe (French Drain/Installed)
PART 1
1.1
GENERAL
SUMMARY
Line Item: 0079
1.2
Perforated PVC 6-inch Diameter Pipe (French Drain)
REFERENCES
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0083
LANDSCAPE AGGREGATE
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0084 LANDSCAPE AGGREGATE
Landscape aggregate shall be supplied and installed in all areas as
required per the task order.
1.2
The unit measure for landscape aggregate shall be the number of Tons
actually completed and accepted by the COR. The payment will be at the
contract unit price.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
Aggregates
Washed manufactured limestone. 1 inch to 1.5 inch.
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3.1
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EXECUTION
INSTALLATION
3.1.1
Placement
The thickness of the course of landscape aggregate shall be indicated in
the task order. Generally geo-textile material will be placed on a prepared
subgrade prior to the placement of the landscape aggregate. Excavation and
fill for the subgrade preparation and geo-textile material will be paid for
by separate bid items.
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SECTION 0084
GEOTEXTILE MATERIAL SEPARATION/FILTRATION
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.1.1
0084 GEOTEXTILE MATERIAL
REFERENCES
The publications listed below form a part of the specification to the
designation only.
ASTM D 4873
1.2
(1995) Identification, Storage, and Handling
of Geo-synthetic Rolls
DELIVERY, STORAGE AND HANDLING
Delivery, storage, and handling of geo-textile shall be in accordance with
ASTM D 4873.
1.2.1
Delivery
The Contracting Officer will be present during delivery and unloading of
the geo-textile. Rolls shall be packaged in an opaque, waterproof,
protective plastic wrapping. The plastic wrapping shall not be removed
until deployment. If quality assurance samples are collected, rolls shall
be immediately rewrapped with the plastic wrapping. Geo-textile or plastic
wrapping damaged during storage or handling shall be repaired or replaced,
as directed. Each roll shall be labeled with the manufacturer's name, geo-
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textile type, roll number, roll dimensions (length, width, gross weight),
and date manufactured.
1.2.2
Storage
Geo-textile rolls shall be protected from becoming saturated. Rolls shall
either be elevated off the ground or placed on a sacrificial sheet of
plastic. The geo-textile rolls shall also be protected from the following:
construction equipment, ultraviolet radiation, chemicals, sparks and
flames, temperatures in excess of 160 degrees F, and any other
environmental condition that may damage the physical properties of the geotextile.
1.2.3
Handling
Geo-textile rolls shall be handled and unloaded with load carrying straps,
a fork lift with a stinger bar, or an axial bar assembly. Rolls shall not
be dragged along the ground, lifted by one end, or dropped to the ground.
PART 2
2.1
PRODUCTS
RAW MATERIALS
2.1.1
Geo-textile
Geo-textile shall be a woven or nonwoven pervious sheet of polymeric
material and shall consist of long-chain synthetic polymers composed of at
least 95 percent by weight polyolefins, polyesters, or polyamides. The use
of woven slit film geo-textiles (i.e. geo-textiles made from yarns of a
flat, tape-like character) will not be allowed. Stabilizers and/or
inhibitors shall be added to the base polymer, as needed, to make the
filaments resistant to deterioration by ultraviolet light, oxidation, and
heat exposure. Regrind material, which consists of edge trimmings and
other scraps that have never reached the consumer, may be used to produce
the geo-textile. Post-consumer recycled material may also be used. Geotextile shall be formed into a network such that the filaments or yarns
retain dimensional stability relative to each other, including the
selvages.
2.1.2
Thread
Sewn seams shall be constructed with high-strength polyester, nylon, or
other approved thread type. Thread shall have ultraviolet light stability
equivalent to the geo-textile and the color shall contrast with the geotextile.
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3.1
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EXECUTION
INSTALLATION
3.1.1
Subgrade Preparation
The surface underlying the geo-textile shall be smooth and free of ruts or
protrusions which could damage the geo-textile.
3.1.2
Placement
The Contractor shall request the presence of the Contracting Officer during
handling and installation. Geo-textile rolls which are damaged or contain
imperfections shall be repaired or replaced as directed. The geo-textile
shall be laid flat and smooth so that it is in direct contact with the
subgrade. The geo-textile shall also be free of tensile stresses, folds,
and wrinkles. On slopes greater than 5 horizontal on 1 vertical, the geotextile shall be laid with the machine direction of the fabric parallel to
the slope direction.
3.2
SEAMS
Geo-textile panels shall be continuously overlapped a minimum of 12 inches.
Where it is required that seams be oriented across the slope, the upper
panel shall be lapped over the lower panel. The Contractor has the option
of field sewing instead of overlapping.
3.3
PROTECTION
The geo-textile shall be protected during installation from clogging,
tears, and other damage. Damaged geo-textile shall be repaired or replaced
as directed. Adequate ballast (e.g. sand bags) shall be used to prevent
uplift by wind.
3.4
REPAIRS
Geo-textile damaged during installation shall be repaired by placing a
patch of the same type of geo-textile which extends a minimum of 12 inches
beyond the edge of the damage or defect. Patches shall be continuously
fastened using a sewn seam or other approved method. The machine direction
of the patch shall be aligned with the machine direction of the geo-textile
being repaired. Geo-textile which cannot be repaired shall be replaced.
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PENETRATIONS
Engineered penetrations of the geo-textile shall be constructed [as shown
on the drawings] [or] [by methods recommended by the geo-textile
manufacturer].
3.6
COVERING
Geo-textile shall not be covered prior to approval by the Contracting
Officer. The Contractor shall request the presence of the Contracting
Officer during covering of the geo-textile.
PART 4
4.1
MEASUREMENT & PAYMENT
MEASURMENT
Geo-textile material shall be measured by the square yard in-place and
4.2
PAYMENT
Geo-textile material shall be paid for by the contract unit price for the
number of square yards of material placed and accepted. Contract price is
full compensation for all equipment, labor, materials, and incidentals
required to complete the work.
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SECTION 0092
SCOUR STOP
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.9
0092 Scour Stop
SUBMITTAL
Waybills and delivery tickets shall be required during the progress of
work.
1.3
The unit of measure for Scour Stop shall be for square foot of material
installed that is actually completed and accepted by the Contracting
Officer. The payment will be at the contract unit price and will include
furnishing and installing the Scour Stop; and equipment, materials, labor,
tools and incidentals.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
Scour Stop
Scour Stop made by Erosion Tech LLC http://www.scourstop.com.
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EXECUTION
INSTALLATION
3.1.1
Placement
Generally the above item shall be placed at outfall locations of drainage
culverts or as specified on plan sheets. The mat shall be placed after
hydroseed or sod is in place and shall be staked down according to
manufacturer’s specifications. The contractor shall provide proper
anchorage that meets manufacturer specifications.
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SECTION 0114
Highway Striping Beads
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0114 Highway Striping Beads
1.10 SUBMITTAL
work.
1.3
The unit measure for Highway Striping Beads shall be the number of pounds
actually completed and accepted by the Contracting Officer. The payment
will be at the contract unit price for Airfield Striping Beads placed.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
Beads
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Meet TxDOT’s specification Item 666, type 2. Application rate for
thermoplastic paints shall be 12 pounds per 100 square feet. The
application rate for epoxy and methacrylate paints shall be 28 pounds per
100 square feet.
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
Glass beads shall be distributed upon the marked area at the locations
shown on the plans to receive glass beads immediately after application of
the paint. A dispenser shall be furnished which is properly designed for
attachment to the marking machine and suitable for dispensing glass beads.
Glass beads shall be applied to black point. Glass beads shall adhere to
the cured paint or all marking operations cease until corrections are made.
Striping will be paid for by separate bid items.
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SECTION 0115
AIRFIELD STRIPING BEADS
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0115 Airfield Striping Beads
1.11 SUBMITTAL
work.
1.3
The unit of measure for Airfield Striping Beads shall be the number of
pounds actually completed and accepted by the Contracting Officer. The
payment will be at the contract unit price for Airfield Striping Beads
placed.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
Beads
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Meet federal specification TT-B-1325C, Type 3. Application rate for water
borne and solvent base paints shall be 12 lbs per gallon. The application
rate for epoxy and methacrylate paints shall be 24 pounds per gallon.
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
Glass beads shall be distributed upon the marked area at the locations
shown on the plans to receive glass beads immediately after application of
the paint. A dispenser shall be furnished which is properly designed for
attachment to the marking machine and suitable for dispensing glass beads.
Glass beads shall be applied to black point. Glass beads shall adhere to
the cured paint or all marking operations cease until corrections are made.
Striping will be paid for by separate bid items.
-------- END OF SECTION --------
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SECTION 0140
STRUCTURAL STEEL FABRICATION
PART 1
1.1
GENERAL
SUMMARY
This specification covers the furnishing and installation of structural
steel. Products shall match existing materials and/or shall be as directed
by the Contracting Officer. Installation procedures shall be in accordance
with the product manufacturer's recommendations. Demolition and removal of
materials shall be as required to support the work.
1.2
REFERENCES
The publications below are a part of this specification to the extent
referenced and are referred to in the text by basic designation only. Later
versions shall also apply.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
AISC 316
(1989) ASD Manual of Steel Construction
AISC 317
(1992) ASD Manual of Steel Construction, Vol
II: Connections
AISC 326
(2002) Detailing for Steel Construction
AMERICAN WELDING SOCIETY (AWS)
AWS A2.4
(1998) Standard Symbols for Welding, Brazing
and Nondestructive Examination
AWS D1.1/D1.1M
(2004) Structural Welding Code – Steel
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STEEL STRUCTURES PAINTING COUNCIL (SSPC)
SSPC-SP 2
(1982) Hand Tool Cleaning
SSPC-SP 3
(1982) Power Tool Cleaning
SSPC-SP 5
(2000) White Metal Blast Cleaning
SSPC-SP 6
(2000) Commercial Blast Cleaning
SSPC-SP 7
(2000) Brush-Off Blast Cleaning
SSPC-SP 8
(1982) Pickling
SSPC-SP 10
(2000) Near-White Blast Cleaning
SSPC-SP 11
(1987) Power Tool Cleaning to Bare Metal
ASTM A 108
(2003) Steel Bars, Carbon, Cold-Finished
ASTM A 123/A 123M
(2002) Zinc (Hot-Dip Galvanized) Coatings on
Iron and Steel Products
ASTM A 143
(2003) Safeguarding Against Embrittlement of
Hot-Dip Galvanized Structural Steel Products
and Procedure for Detecting Embrittlement
ASTM A 153/A 153M
(2004) Zinc Coating (Hot-Dip) on Iron and Steel
Hardware
ASTM A 242/A 242M
(2004) High-Strength Low-Alloy Structural Steel
ASTM A 307
(2004) Carbon Steel Bolts and Studs, 60,000 PSI
Tensile Strength
ASTM A 325
(2004b) Structural Bolts, Steel, Heat Treated,
120/105 ksi Minimum Tensile Strength
ASTM A 325M
830 Mpa Minimum Tensile Strength (Metric)
ASTM A 36/A 36M
(2004) Carbon Structural Steel
ASTM A 490
(2004a) Structural Bolts, Alloy Steel, Heat
Treated, 150 ksi Minimum Tensile Strength
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ASTM A 490M
(2004a) High-Strength Steel Bolts, Classes 10.9
and 10.9.3, for Structural Steel Joints
(Metric)
ASTM A 500
(2003a) Cold-Formed Welded and Seamless Carbon
Steel Structural Tubing in Rounds and Shapes
ASTM A 501
(2001) Hot-Formed Welded and Seamless Carbon
Steel Structural Tubing
ASTM A 514/A 514M
(2000a) High-Yield-Strength, Quenched and
Tempered Alloy Steel Plate, Suitable for
Welding
ASTM A 529/A 529M
(2004) High-Strength Carbon-Manganese Steel of
Structural Quality
ASTM A 53
(1999b) Pipe, Steel, Black and Hot-Dipped,
Zinc-Coated, Welded and Seamless
ASTM A 563
(2004a) Carbon and Alloy Steel Nuts
ASTM A 563M
(2004) Carbon and Alloy Steel Nuts (Metric)
ASTM A 572/A 572M
(2004) High-Strength Low-Alloy ColumbiumVanadium Structural Steel
ASTM A 588/A 588M
with 50 ksi (345 MPa) Minimum Yield Point to 4
in. (100 mm) Thick
ASTM A 6/A 6M
(2004b) General Requirements for Rolled
Structural Steel Bars, Plates, Shapes, and
Sheet Piling
ASTM A 618
(2004) Hot-Formed Welded and Seamless HighStrength Low-Alloy Structural Tubing
ASTM F 959
(2004) Compressible-Washer-Type Direct Tension
Indicators for Use with Structural Fasteners
ASTM F 959M
(2002) Compressible-Washer-Type Direct Tension
Indicators for Use with Structural Fasteners
(Metric)
1.3
SUBMITTALS
Government approval is required for submittals with a “GA” designation;
submittals having an “FIO” designation are for information only. The
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following shall be submitted in accordance with Section 01330 SUBMITTAL
PROCEDURES:
1.3.1
SD-02 Shop Drawings - Erection Plan, including description of
temporary supports (GA), Fabrication drawings including description of
connections (GA)
1.3.2
SD-03 Product Data - Shop primer (FIO), Load indicator washers
(FIO), Load indicator bolts (FIO), test report for Class B primer (FIO)
1.3.3
SD-06 Test Reports - Class B coating (FIO), Bolts, nuts, and washers
(FIO), Supply the certified manufacturer's mill reports which clearly show
the applicable ASTM mechanical and chemical requirements together with the
actual test results for the supplied fasteners.
1.3.4
SD-07 Certificates - Steel (FIO), Bolts (FIO), nuts (FIO), and
washers (FIO), Shop primer (FIO), Welding electrodes and rods (FIO), Nonshrink grout (FIO), Galvanizing Pins and rollers (FIO), AISC Quality
Certification (FIO), Overhead, top running crane rail beam (FIO), Welding
procedures and qualifications (FIO).
1.4
QUALITY ASSURANCE
1.4.1
Drawing Requirements - Submit fabrication drawings for approval
prior to fabrication. Prepare in accordance with AISC 326, AISC 316 and AISC
317. Include complete information for the fabrication and erection of the
structure's components, including the location, type, and size of bolts,
welds, member sizes and lengths, connection details, blocks, copes, and cuts.
Use AWS A2.4 standard welding symbols. Shoring and temporary bracing shall
be designed and sealed by a registered professional engineer and submitted
for record purposes with calculations as part of the drawings.
1.4.2
Erection Plan - Submit for record purposes. Indicate the sequence of
erection, temporary shoring and bracing, and a detailed sequence of welding,
including each welding procedure required.
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1.4.3
Welding Procedures and Qualifications - Prior to welding, submit
certification for each welder stating the type of welding and positions
qualified for, the code and procedure qualified under, date qualified, and
the firm and individual certifying the qualification tests. If the
qualification date of the welding operator is more than one-year old, the
welding operator's qualification certificate shall be accompanied by a
current certificate by the welder attesting to the fact that he has been
engaged in welding since the date of certification, with no break in welding
service greater than 6 months.
PART 2
2.1
PRODUCTS
STRUCTURAL STEEL
2.1.1
Carbon Grade Steel - ASTM A 36 / A 36M.
2.1.2
High-Strength Low-Alloy Steel - ASTM A 572 / A 572M, Grade50.
2.1.3
Corrosion-Resistant High-Strength Low-Alloy Steel - ASTM A 242 / A
242M or A 588 / A 588M, Grade 50.
2.1.4
Quenched and Tempered Alloy Steel - ASTM A 514 / A 514M.
2.1.5
Structural Tubing - ASTM A 500, Grade B, ASTM A 501, or ASTM A 618.
2.1.6
Steel Pipe - ASTM A 53, Type E or Type S, Grade B. Weight Class to
be Standard, Extra Strong or Double Extra Strong as indicated. Pipe finish
may be black or galvanized as indicated.
2.2
CONNECTIONS
2.2.1
High-Strength Bolts - ASTM A 325 / A 325M or ASTM A 490 / A 490M
including nuts and washers.
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2.2.2
Carbon Steel Bolts - ASTM A 307, Grade A. The bolt heads and the
nuts of the supplied fasteners must be marked with the manufacturer's
identification mark, the strength grade and type specified by ASTM
specifications.
2.2.3
Carbon Steel Nuts - ASTM A 563, Grade A, Square or Hex Style.
2.2.4
Plain Washers, Other Than Those in Contact with High-Strength Bolts
- ANSI B18.22.1, Type B.
2.2.5
Direct-Tension Indicators - ASTM F959, Type 490, Un-coated
2.2.6
Welding Electrodes - Comply with AWS D 1.1 “Structural Welding CodeSteel” requirements.
2.3
FINISH
Galvanized, ASTM A 123 and ASTM A 153 or ASTM A 386 or shop primer, SPC Paint
25 Red Iron Oxide, Zinc Oxide, Raw Linseed Oil and Alkyd Primer (without Lead
and Chromate Pigments)
2.4
SURFACE PREPARATION
Clean surfaces to be painted. Remove loose rust, loose mill scale, and
spatter, slag, or flux deposits. Prepare surfaces according to Structural
Steel Painting Council (SSPC) specifications as follows:
2.4.1
Hand Tool Cleaning - SSPC-SP 2
2.4.2
Power Tool Cleaning - SSPC-SP 3
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2.4.3
White Metal Blast Cleaning - SSPC-SP 5
2.4.4
Commercial Blast Cleaning - SSPC-SP 6
2.4.5
Brush-Off Blast Cleaning - SSPC-SP 7
2.4.6
Picking - SSPC-SP8
2.4.7
Near-White Blast Cleaning - SSPC-SP 10
2.4.8
Power Tool Cleaning to Bare Metal - SSPC – SP 11
PART 3
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EXECUTION
Erection of structural steel shall be in accordance with the applicable
provisions of the AISC Specification for the Design, Fabrication, and
Erection of Structural Steel for Buildings.
3.1
FABRICATION
Fabrication shall be in accordance with the applicable provisions of the AISC
Specification for the Design, Fabrication, and Erection of Structural Steel
for Buildings. Fabrication and assembly shall be done in the shop to the
greatest extent possible. Ends shall be square within the tolerances for
milled ends specified in ASTM A 6. Non-galvanized structural steelwork,
except surfaces to be field welded or friction bolted, shall be prepared for
painting in accordance with the AISC Specification for the Design,
Fabrication, and Erection of Structural Steel for Buildings and primed with
the specified paint.
3.2
CONNECTIONS
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Anchor bolts and other connections between the structural steel and
foundations shall be provided and shall be properly located and built into
connecting work.
3.3
BASE PLATES AND BEARING PLATES
Column base plates for columns and bearing plates for beams, girders, and
similar members shall be provided. Base plates and bearing plates shall be
provided with full bearing after the supported members have been plumbed and
properly positioned, but prior to placing superimposed loads. Separate
setting plates under column base plates will not be permitted. The area
under the plate shall be dry-packed solidly with bedding mortar.
3.4
GALVANIZED FIELD CONNECTIONS
Galvanized steel shapes shall be bolted connections only using galvanized
bolts, nuts, and washers.
Field welding of galvanized steel will not be
permitted.
3.5
FIELD WELDED CONNECTIONS
Field welded structural connections shall be completed before load is
applied.
3.6
FIELD PRIMING
After erection of non-galvanized structural steel, the field bolt heads and
nuts, field welds, and any abrasions in the shop coat shall be cleaned and
primed with paint of the same quality as that used for the shop coat.
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SECTION 05160
STEEL TRUSSES
PART 1
1.1
GENERAL
SUMMARY
This specification covers the furnishing and installation of materials for
repair and maintenance of steel trusses.
Products shall match existing
materials and/or shall be as directed by the Contracting Officer. Installation
procedures
shall
be
in
accordance
with
the
product
manufacturer's
recommendations. Demolition and removal of materials shall be as required to
support the work. Additional related information is included in Section 05120.
1.2
REFERENCES
AISC 316
AISC 317
II: Connections
AISC 326
AWS A2.4
AWS A5.1
(1999) Specification for Carbon Steel
Electrodes for Shielded Metal Arc
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(1996) Specification for Low Alloy Steel
Covered Arc Welding Electrodes
ASTM A 242/A 242M
ASTM A 307
Tensile Strength
ASTM A 325
120/105 ksi Minimum Tensile Strength
ASTM A 36/A 36M
ASTM A 668
(1996) Standard Specification for Steel
Forgings, Carbon and Alloy, for General
Industrial Use
1.3
SUBMITTALS
PROCEDURES:
1.3.1
SD-02 Shop Drawings - Erection Plan, including description of
temporary supports (GA), Fabrication drawings including description of
connections (GA)
1.3.2
SD-03 Product Data - Shop primer (FIO), Load indicator washers
(FIO), Load indicator bolts (FIO), test report for Class B primer (FIO)
1.3.3
SD-06 Test Reports - Class B coating (FIO), Bolts, nuts, and washers
(FIO), Supply the certified manufacturer's mill reports which clearly show
the applicable ASTM mechanical and chemical requirements together with the
actual test results for the supplied fasteners.
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1.3.4
SD-07 Certificates - Steel (FIO), Bolts (FIO), nuts (FIO), and
washers (FIO), Shop primer (FIO), Welding electrodes and rods (FIO), Nonshrink grout (FIO), Galvanizing Pins and rollers (FIO), AISC Quality
Certification (FIO), Welding procedures and qualifications (FIO).
1.4
QUALITY ASSURANCE
1.4.1
1.4.2
1.4.3
A A current hot work permit must be posted on the project sign and all on
site welders must have their current certification for the assigned task and
one form of nonexpired identification I.E. Drivers License.
b.All welding trucks must be grounded with 6’ ground rod using 10ga solid
copper wire with clamps. All gas cutting equipment must have properly
installed flash protection devices, inspected daily by the project QC for
compliance and noted on dailies.
PART 2
PRODUCTS
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2.1 STEEL TRUSSES
2.1.1
Structural
indicated.
2.1.2
42.
2.2
Carbon
Steel
-
ASTM
A
36/
A
36M,
unless
otherwise
High-Strength Low-Alloy Structural Steel - ASTM A 242 / A 242M, Grade
STEEL FORGINGS
Forgings that are to be welded shall comply with Supplementary Provision S4 of
ASTM A 668.
2.3
FASTENERS
2.3.1
325M.
2.3.2
2.4
High Strength Bolts, Nuts and Plain Hardened Washers - ASTM A 325 / A
Anchor Bolts - ASTM A 307.
FILLER METAL FOR WELDING
Electrodes for manual arc welding shall comply with AWS A5.1 or AWS A5.5.
2.5
FIELD REPAIR OF SHOP PRIMER
SPC Paint 25 Red Iron Oxide, Zinc Oxide, Raw Linseed Oil and Alkyd Primer
(without Lead and Chromate Pigments)
PART 3
EXECUTION
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Structural Metals
3.1.1
Code Compliance - Comply with AISC "Specifications for Design,
Fabrication and Erection of Structural Steel for Buildings" and "Code of
Standard Practice," both as modified herein.
3.1.2
Utility Coordination - Piping and electrical wiring conflicting with
erection of members shall be removed and placed in a new position approved by
the Contracting Officer. Provide temporary utilities and coordination to
prevent outages during this period.
3.1.3
Connections - Shop and field connections shall be high strength steel
bolted unless otherwise indicated.
3.1.4
Fabrication - All metal parts shall be shop-fabricated. Assemblies
shall be fitted together in the shop and delivered complete and ready for
installation. Welds shall be made by operators who have been previously
qualified in compliance with AWS standards to perform the type of work
required. Welds exposed to view shall be dressed smooth.
3.1.5
Bearing Surfaces - Before members are assembled or installed, bearing
surfaces to be in permanent contact shall be clean and free from dirt, scale,
and corrosion. Immediately after cleaning, add a prime coat of red lead paint.
Drifting to enlarge holes will not be permitted. Holes that must be enlarged
to admit bolts shall be reamed. Poor matching of holes, caused by either shop
errors or erection errors, shall be cause for rejection by the Contracting
Officer. Steel erected under this contract shall be cleaned of any dirt, mud,
or grease and left in a condition to receive coatings.
3.2
STRENGTHENING OF DETERIORATED MEMBERS
Remove corrosion by wire brushing, sanding, or other approved method.
Strengthen as directed.
3.3
CORRECTION OF LOOSE CONNECTIONS
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Remove loose rivets by cutting rivet heads off and removing the shank. If
necessary, remove the rivet shank by drilling. Remove loose bolts in bolted
connections. Bolts shall not be re-tightened. Install a new high strength
bolt of the same size as the removed bolt or rivet, and tighten by the turn-ofthe-nut method.
3.4
REPAIR OF BEARINGS AND ANCHOR BOLTS
Remove corrosion by wire brushing, sanding, or other approved method.
Additional repair requirements shall be as directed.
3.5
REPAIR OF TIE RODS AND BRACING
Tighten loose tie rods to the snug tight condition. Remove corrosion by wire
brushing, sanding, or other approved method. Strengthen as directed.
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SECTION 05210
STEEL JOISTS AND JOIST GIRDERS
PART 1
1.1
GENERAL
SUMMARY
This specification covers the furnishing and installation of steel joists.
Products shall match existing materials and/or shall be as directed by the
Contracting Officer. Installation procedures shall be in accordance with the
product manufacturer's recommendations. Demolition and removal of materials
shall be as required to support the work. Additional related information is
included in Section 05120.
1.2
REFERENCES
STEEL JOIST INSTITUTE (SJI)
SJI Specs & Tables
(August 2002) Standard Specifications and Load
Tables for Steel Joists and Joist Girders
AISC 316
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AISC 317
II: Connections
AISC 326
AWS A2.4
1.3
SUBMITTALS
PROCEDURES:
1.3.1
SD-02 Shop Drawings - Detail drawings shall include fabrication and
erection details, specifications for shop painting, and identification
markings of joists (and joist girders).
1.3.2
SD-07 Certificates - Certificates stating that the steel joists (and
joist girders) have been designed and manufactured in accordance with SJI
Specs & Tables. Complete engineering design computations may be submitted in
lieu of the certification.
1.4 QUALITY ASSURANCE
1.4.1
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1.4.2
1.4.3
PART 2
2.1
PRODUCTS
MANUFACTURER CERTIFICATION
Manufacturer must be certified by Steel Joist Institute SJI to manufacture
joists complying with SJI standard specifications and load tables. Comply
with AWS requirements and procedures for; shop welding, appearance, quality
of welds, and methods used in correcting welding work.
2.2
OPEN WEB STEEL JOISTS
Steel joists shall conform to Steel Joist Institute SJI-01, K-Series. Joists
shall be designed to support the loads given in the standard load table of
SJI-01.
2.3
LONG-SPAN STEEL JOISTS AND DEEP LONG-SPAN STEEL JOISTS
Steel joists shall conform to SJI-01, LH-Series or DLH-Series. Joists shall
be designed to support the loads given in the standard load tables of SJI-01.
2.4
JOIST GIRDERS
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Joist girders shall conform to SJI-01.
2.5
ACCESSORIES AND FITTINGS
Accessories and fittings, including end supports and bridging, shall be in
accordance with the standard specifications under which the members were
designed. Supply ceiling extensions of enough strength to support ceiling
construction.
2.6
SHOP PAINTING
Joists and accessories shall be shop-painted with a rust-inhibiting primer
paint. The primer paint shall be limited to a primer that is compatible with
the specified finish paint. Do not prime paint joists or accessories
scheduled to receive sprayed fire-resistive materials.
PART 3
3.1
EXECUTION
ERECTION
Installation of joists [and joist girders] shall be in accordance with the
standard specification under which the member was produced. Joists [and joist
girders] shall be handled in a manner to avoid damage. Damaged joists [and
joist girders] shall be removed from the site, except when field repair is
approved and such repairs are satisfactorily made in accordance with the
manufacturer's recommendations. Joists [and joist girders] shall be
accurately set, and end anchorage shall be in accordance with the standard
specification under which the joists [and joist girders] were produced. For
spans over 12 m 40 ft through 18 m 60 ft one row of bridging nearest midspan
shall be bolted diagonal bridging; for spans over 18 m 60 ft bolted diagonal
bridging shall be used instead of welded horizontal bridging. Joist bridging
and anchoring shall be secured in place prior to the application of any
construction loads. Any temporary loads shall be distributed so that the
carrying capacity of any joist is not exceeded. Loads shall not be applied to
bridging during construction or in the completed work. Abraded, corroded, and
field welded areas shall be cleaned and touched up with the same type of
paint used in the shop painting. After installation clean, prepare, and
prime or re-prime field connections, rust spots, and abraded surfaces.
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BEARING PLATES
Bearing plates shall be provided with full bearing after the supporting
members have been plumbed and properly positioned, but prior to placing
superimposed loads. The area under the plate shall be damp-packed solidly
with bedding mortar, except where non-shrink grout is indicated on the
drawings. Bedding mortar and grout shall be as specified in Section 03300A
CAST-IN-PLACE STRUCTURAL CONCRETE.
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SECTION 05500
METAL: MISC, STANDARD ARTICLES, AND FABRICATIONS
PART 1
1.1
GENERAL
SUMMARY
This specification covers the furnishing and installation of miscellaneous
standard metal articles and fabrications. Products shall match existing
materials and/or shall be as directed by the Contracting Officer.
Installation procedures shall be in accordance with the product
manufacturer's recommendations. Demolition and removal of materials shall be
as required to support the work.
1.2
REFERENCES
AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)
ANSI A14.3
(1992) Safety Requirements for Fixed Ladders
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AWS D1.1/D1.1M
AWS D1.3
(1998) Structural Welding Code - Sheet Steel
AWS D1.2
(1997) Structural Welding Code - Aluminum
ASME INTERNATIONAL (ASME)
ASME B18.2.1
(1996) Square and Hex Bolts and Screws - Inch
Series
ASME B18.2.2
(1987; R 1999) Square and Hex Nuts
ASME B18.21.1
(1999) Lock Washers (Inch Series)
ASME B18.22.1
(1965; R 2003) Plain Washers
ASME B18.22M
(1981; R 2000) Metric Plain Washers
ASTM A 123/A 123M
(2002) Zinc (Hot-Dip Galvanized) Coatings on
Iron and Steel Products
ASTM A 148
Castings, High Strength, for Structural
Purposes
ASTM A 153/A 153M
(2004) Zinc Coating (Hot-Dip) on Iron and Steel
Hardware
ASTM A 27
Castings, Carbon, for General Application
ASTM A 307
Tensile Strength
ASTM A 320
(1999) Standard Specification for Alloy-Steel
and Stainless Steel Bolting Materials for LowTemperature Service
ASTM A 325M
(1997) Standard Specification for Structural
Bolts, Steel, Heat Treated, 120/105 ksi Minimum
Tensile Strength
ASTM A 36/A 36M
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ASTM A 446
(2001) Standard Specification for Steel Sheet,
Zinc-Coated (Galvanized) by the Hot-Dip
Process, Structural Physical Quality
ASTM A 467
(1998) Standard Specification for Machine and
Coil Chain
ASTM A 47/A 47M
(1999) Ferritic Malleable Iron Castings
ASTM A 475
(2003) Zinc-Coated Steel Wire Strand
ASTM A 48/A 48M
ASTM A 490
(1997) Standard Specification for Structural
Bolts, Alloy Steel, Heat Treated, 150 ksi
Minimum Tensile Strength
ASTM A 510
(1996) Standard Specification for General
Requirements for Wire Rods and Coarse Round
Wire, Carbon Steel
ASTM A 53
(1999b) Pipe, Steel, Black and Hot-Dipped,
Zinc-Coated, Welded and Seamless
ASTM A 6
(2001) Standard Specification for General
Requirements for Rolled Structural Steel Bars,
Plates, Shapes, and Sheet Piling
ASTM A 653/A 653M
(2004a) Steel Sheet, Zinc-Coated (Galvanized)
or Zinc-Iron Alloy-Coated (Galvannealed) by the
Hot-Dip Process
ASTM A 786/A 786M
(2000b) Hot-Rolled Carbon, Low-Alloy, HighStrength Low-Alloy, and Alloy Steel Floor
Plates
ASTM B 108
(2003a) Aluminum-Alloy Permanent Mold Castings
ASTM B 221
(2004a) Aluminum and Aluminum-Alloy Extruded
Bars, Rods, Wire, Profiles, and Tubes
ASTM B 26
(2001) Standard Specification for AluminumAlloy Sand Castings
ASTM E 488
(1996; R 2003) Strength of Anchors in Concrete
and Masonry Elements
ASTM F 436
(1993) Standard Specification for Hardened
Steel Washers
ASTM F 1679
(2000) Standard Test Method for Using a
Variable Incidence Tribometer
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NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM)
NAAMM MBG 531
(2000) Metal Bar Grating Manual
NAAMM MBG 532
(2000) Heavy Duty Metal Bar Grating Manual
NAAMM PR
(2001) Pipe Railing Manual
NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)
NFPA 101
(2003) Life Safety Code
SSPC-Paint 20
(2002) Zinc-Rich Coating, Type I - Inorganic
and Type II – Organic
SSPC-Paint 32
(1994) Coal Tar Emulsion Coating
FS A-A-60005
1.3
(Basic) Frames. Covers, Gratings, Steps, Sump
and Catch Basin, Manhole
SUBMITTALS
PROCEDURES:
1.3.1
SD-02 Shop Drawings - Fabrication drawings of steel stairs (GA),
Fabrication drawings of structural steel door frames (GA), Access doors and
panels, installation drawings (GA), Cover plates and frames, installation
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drawings (GA), Expansion joint covers, installation drawings (GA), Floor
gratings and roof walkways, installation drawings (GA), Handrails,
installation drawings (GA), Ladders, installation drawings (GA), Wheel
guards, installation drawings (GA), Window[and door] guards, installation
drawings (GA), Ship's ladder (with or without guards), installation drawings
(GA), Embedded angles and plates, installation drawings (GA), Roof hatch
(GA), Shop Fabricated Metal Items (GA), fabrication drawings showing
layout(s) (FIO), connections to structural system (FIO), anchoring details as
specified in AISC 303 (FIO), templates (FIO), erection and installation
(FIO), drawings indicating thickness, type, grade, class of metal, and
dimensions (FIO), construction details, reinforcement, anchorage, and
installation with relation to the building construction (FIO).
1.3.2
SD-03 Product Data - Miscellaneous Metals and Standard Metal
Articles (GA), Shop Fabricated Metal Items (GA), Access doors and panels
(FIO), Cover plates and frames (FIO), Control-joint covers (FIO), Expansion
joint covers (FIO), Floor gratings and roof walkways (FIO), Handrails (FIO),
Ladders (FIO), Steel stairs (FIO), Circular Steel Stairs (FIO), Structural
steel door frames (FIO), Wheel guards (FIO), Window(and door) guards (FIO),
Ship's ladder (with or without guards) (FIO), Roof hatch (FIO).
1.3.3
SD-04 Samples - Miscellaneous Metals and Standard Metal Articles
(GA), Shop Fabricated Metal Items (GA), Expansion joint covers (FIO),
Control-joint covers (FIO). Samples shall be full size, taken from
manufacturer's stock, and shall be complete as required for installation in
the structure. Samples may be installed in the work, provided each sample is
clearly identified and its location recorded.
1.4
QUALITY ASSURANCE
1.4.1
PART 2
PRODUCTS
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ANCHOR BOLTS
2.1.1
High-Strength Bolts, Nuts, And Washers - ASTM A 325M / A 325, hotdip galvanized or ASTM A 490M / ASTM A 490.
2.1.2
Bolts, Nuts, and Washers (Other Than High-Strength)
2.1.2.1
Bolts and Nuts - ASTM A 307, Grade A, hot-dip galvanized, ASTM
A153, or ASTM A 320 / A 320M (Metric).
2.1.2.2
Bolts - ASME B18.2.1
2.1.2.3
Nuts - ASME B18.2.2
2.1.2.4
Washers - (1) Plain Washers - ASME B18.22.1 Type B /ASME B18.22M
(Metric), Type B., (2) Lock Washer - ASME B18.21.1, (3) Beveled Washers ASTM F 436 / F 436M (Metric), Beveled.
2.1.3
Expansion Anchors
2.1.3.1
Lead Shield Type - Fed. Spec. FF-S-325, Group I, Type 1, Class 1.
2.1.3.2
Wedge Type - Fed. Spec. FF-S-325, Group II, Type 4, Class 1or 2.
2.1.3.3
Self-Drilling Type - Fed. Spec. FF-S-325, Group III, Type 1.
2.1.4
Fabrication
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2.1.4.1
Anchor Bolts shall be "J" type for use in concrete or hooked type
for use in masonry. All bolts shall be hot-dipped galvanized and furnished
complete with nut and washer.
2.1.4.2
Expansion Anchors shall be of standard manufacture and unless
otherwise specified shall be galvanized or cadmium-plated in accordance with
Fed. Spec. FF-S-92. Anchor bolt and sleeve assembly with capability to
sustain, without failure, a load equal to six times the load imposed when
installed in masonry and equal to four times the load imposed when installed
in concrete, as determined by testing per ASTM E 488.
2.1.5
Finish - ASTM A 307. Where exposed, shall be of the same material,
color, and finish as the metal to which applied.
2.2
MISC STANDARD ARTICLES
2.2.1
Wire Rope - Wire rope shall conform to ASTM A 475, high strength
grade with Class A coating. Where possible, units shall have factory
attached fittings. Fittings and accessories shall be hot-dip galvanized.
2.2.2
Safety Chains - Safety chains shall be galvanized welded steel,
proof coil chain tested in accordance with ASTM A 467, Class CS. Safety
chains shall be straight link style, 3/16 inch diameter minimum or as
specified, 12 links per foot and with bolt type snap hooks on each end. Eye
bolts for attachment of chains shall be galvanized 3/8 inch bolt with 3/4
inch eye, anchored as indicated. Two chains shall be furnished for each
guarded opening.
2.2.3
Corner Protection - Steel angles with anchors, ASTM A 36;
Galvanized, ASTM A 123.
2.3
STEEL STAIRS
2.3.1
Steel Plates, Shapes and Bars - ASTM A 36 / A 36M.
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2.3.2
Steel Bar Grating - ASTM A 36 and ASTM A510 for wire rod for grating
crossbars.
2.3.3
Gray Iron Castings - ASTM A 48, Class 30.
2.3.4
Malleable Iron Casting - ASTM A 47.
2.3.5
Cast Aluminum - ASTM B 26 or B 108.
2.3.6
Metal Pan Treads - Pressed or structural steel pans, ASTM A 446,
Grade B, shop coated, with a minimum depth of 2 inches for concrete fill.
2.3.7
Non-Skid Surfaces
2.3.7.1
Cast Metal Treads - Cast Metal Treads shall have an integral nonskid surface.
2.3.7.2
Grating and Metal Pan Treads - Grating and Metal Pan Treads shall
have cast metal non-skid nosings that exceed ½ inch to 1 inch beyond the face
of the lower riser.
2.3.8
Finish - Steel plates, shapes, bars, and grating shall be galvanized
in accordance with ASTM A 123 or primed with fabricator's standard lead and
chromate free shop primer as directed. Galvanizing repair paint shall be
high-zinc-dust content complying with SSPC-Paint 20.
2.3.9
Fabrication - Stair units shall be shop welded or bolted. Units
shall be shop-assembled to ensure fit. Stairs are to be shipped in the
largest units practical to reduce field erection time. All fabrication shall
conform to AISC Manual and ASTM A 6.
Welding shall be in accordance with
American Welding Society (AWS) D 1.1 and D 1.3.
2.3.9.1
Loading - Stairs shall sustain minimum live load of 100 psf
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Fire Code - Stairs shall conform to NFPA 101, Life Safety Code.
HANDRAILINGS
2.4.1
Post and Rails - Steel pipe, ASTM A 53, Type E or S, Grade B,
Schedule 40, unless structural loading requires additional strength.
2.4.2
Bars and Rungs - ASTM A 36.
2.4.3
Finish - Galvanized, ASTM A 123 or shop primer, Fed. Spec. TT-P-86,
Type I or II; TT-P-645.
2.4.4
Fabrication - Hand railings shall be smooth, with all projecting
joints and sharp corners ground smooth. Welded joints shall be flush type.
Flattening of the rail or post ends at junctions of posts and rails will not
be permitted.
2.4.4.1
Flush-Type Rail Fittings - Commercial standard welded and ground
smooth with railing splice locks secured with 3/8 inch hexagonal-recessedhead setscrews.
2.4.4.2
Mitered and welded joints - Made by fitting post to top rail and
intermediate rail to post, mitering corners, groove welding joints, and
grinding smooth. Butt railing splices and reinforce them by a tight fitting
interior sleeve not less than 6 inches long.
2.4.4.3
Returns - Provide wall returns at ends of wall-mounded handrails.
Close ends of returns unless gap between wall and rail is less than ¼ inch.
2.4.4.4
Hand Rail Accessories - Provide wall brackets, end closures,
flanges and miscellaneous fittings of same materials as railing. Anchors
shall be galvanized in all cases.
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2.4.4.5
Ladders - Ladders shall be painted steel, galvanized, or
aluminum, fixed rail type in accordance with ANSI A14.3. Rails shall be
angle or flat bars. Rungs shall be round or square bars and shall project
through rails. Welds shall be continuous.
2.4.4.6
Cages - Cages shall be provided as directed and shall be
fabricated from flat bars. Vertical bars shall be inside supporting hoops.
Bars shall be welded at each intersection.
2.5
GRATING
2.5.1
Aluminum Grating, Banding, And Kick Plate - Rectangular, pressurelocked bearing bars, ASTM B 221/ B 221 M, 6063-T6 or 6061-T6, mill finish for
bearing bars of gratings and shapes. 6061-T1 for grating crossbars.
2.5.2
Steel Grating
2.5.2.1
Steel Plates, Shapes, and Bars - ASTM A36 / A 36M. Wire Rod for
Grating Crossbars ASTM A 510 / A 510M. Galvanized Steel Sheet ASTM A 653 / A
653M, structural quality, Grade 33.
2.5.2.2
Bands and Kick Plate - ASTM A 36.
2.5.2.3
Finish - Galvanized, ASTM A 123 or painted with fabricator's
standard shop primer.
2.5.3
Fabrication - Rectangular floor grating shall be in accordance with
the “Metal Bar Grating Manual for Steel, Stainless Steel, and Aluminum
Gratings and Stair Treads” MGB 531, published by the National Association of
Architectural Metal Manufacturers (NAAMM). Heavy Duty Metal Bar Gratings
shall comply with NAAMM MBG 532, “Heavy Duty Metal Bar Grating Manual”.
Where openings are directed in the grating, sections shall be laid out so
that section edges will be centered on the openings. All openings shall be
provided with kick plate or banding or required. All raw edges of grating
shall be banded unless directed otherwise. Welding shall be in accordance
with American Welding Society (AWS) D1.1, D1.2, and D1.3.
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2.5.3.1
Deflection - Grating shall be designed at no more deflection than
L/240 based on live load and spans indicated.
2.5.3.2
Slip Resistance Requirements - Slip resistance requirements must
exceed both wet and dry a static coefficient of friction of 0.5 as tested in
accordance with ASTM F 1679.
2.5.3.3
Rooftop walkway - Minimum 2 feet wide, 14 gage, ASTM A 653/A
653M, Z275 G-90, steel with slip resistant surface. Furnish all brackets,
connectors and other accessories. Support at minimum 5 foot intervals on hard
rubber pads in accordance with manufacturer’s instructions.
2.5.4
Shop Primer - Lead and chromate free, universal modified-alkyd
primer complying with performance requirements in FS TT-P-664; selected for
good resistance to normal atmospheric corrosion, compatibility with finish
paint systems indicated, and capability to provide a sound foundation for
field-applied topcoats despite prolonged exposure.
2.5.5
Grating Fasteners
2.5.5.1
fasteners.
Ferrous and Galvanized - provide type 304 or 316 stainless-steel
2.5.5.2
Aluminum - Provide fasteners of aluminum, nonmagnetic stainless
steel, zinc-plated steel or other fastener warranted by manufacturer to be
compatible with aluminum grating system.
2.5.6
Floor Plates - Floor plate ASTM A 786/A 786M. Steel plate shall not
be less than 14 gauge.
2.6
CASTINGS
2.6.1
Frames, Covers, and Steps
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Gray Iron - ASTM A 48, Class 30.
2.6.1.2
Steel - ASTM A 27 / A 27M or ASTM A 148 / A 148M; Galvanized,
ASTM A 123.
2.6.1.3
Aluminum - ASTM B 26 / B 26 M, alloy 356-T6.
2.6.2
Corner Protection - Steel angles with anchors, ASTM A 36;
Galvanized, ASTM A 123.
2.6.3
Ventilation Boxes - Extruded Aluminum, ASTM B 221, 2063-T6.
2.6.4
Bituminous Paint - SSPC-Paint 32 (Coal Tar Emulsion Coating).
PART 3
3.1
EXECUTION
INSTALLATION REQUIREMENTS
Install items at locations indicated, according to manufacturer's
instructions. The Contractor shall verify all measurements and shall take all
field measurements necessary before fabrication. Exposed fastenings shall be
compatible materials, shall generally match in color and finish, and shall
harmonize with the material to which fastenings are applied. Materials and
parts necessary to complete each item, even though such work is not
definitely shown or specified, shall be included. Poor matching of holes for
fasteners shall be cause for rejection. Fastenings shall be concealed where
practicable. Thickness of metal and details of assembly and supports shall
provide strength and stiffness. Joints exposed to the weather shall be formed
to exclude water. Items listed below require additional procedures.
3.2
WORKMANSHIP
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Miscellaneous metalwork shall be well formed to shape and size, with sharp
lines and angles and true curves. Drilling and punching shall produce clean
true lines and surfaces. Welding shall be continuous along the entire area of
contact except where tack welding is permitted. Exposed connections of work
in place shall not be tack welded. Exposed welds shall be ground smooth.
Exposed surfaces of work in place shall have a smooth finish, and unless
otherwise approved, exposed riveting shall be flush. Where tight fits are
required, joints shall be milled. Corner joints shall be coped or mitered,
well formed, and in true alignment. Work shall be accurately set to
established lines and elevations and securely fastened in place. Installation
shall be in accordance with manufacturer's installation instructions and
approved drawings, cuts, and details.
3.3
ANCHORAGE, FASTENINGS, AND CONNECTIONS
Provide anchorage where necessary for fastening miscellaneous metal items
securely in place. Include for anchorage not otherwise specified or indicated
slotted inserts, expansion shields, and powder-driven fasteners, when
approved for concrete; toggle bolts and through bolts for masonry; machine
and carriage bolts for steel; through bolts, lag bolts, and screws for wood.
Do not use wood plugs in any material. Provide non-ferrous attachments for
non-ferrous metal. Make exposed fastenings of compatible materials, generally
matching in color and finish, to which fastenings are applied. Conceal
fastenings where practicable.
3.4
ANCHOR BOLTS
3.4.1
Anchor Bolts shall either be cast in new concrete or re-grouted in
place with non-shrinking grout.
3.4.2
Expansion Anchors shall be of the type best suited for the work.
Embedment shall be as directed but in no case less than six times the bolt
diameter. Minimum distance between the anchor center-line and the edge of
concrete shall not be less than 4-1/2 times the diameter of the hole in which
anchor is installed. Manufacturers recommendations shall apply whenever more
rigid than the above requirements.
3.5
MISC STANDARD ARTICLES
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STEEL STAIRS
Provide anchor bolts, grating fasteners, washers, and all parts or devices
necessary for proper installation. Provide lock washers under nuts.
3.6.1
Erection - Erect stairs level and plumb. Treads shall be level both
front to back and across the width. Stair units shall be securely fastened
to floors and landings. Field erection shall be in accordance with AISC
Manual except that connections shall be bolted only.
3.6.2
Repair of Coatings - Connections and abrasions in the shop coating
shall be touched up with an approved galvanizing repair paint or primer to
match shop primer.
3.7
HANDRAILINGS
3.7.1
Execution - Hand rails and ladders shall be erected in accordance
with the AISC Manual. Hand rails shall be rigidly attached to structure to
provide unyielding obstruction. Ladders shall be bolted to structure unless
otherwise directed.
3.7.2 Anchorage
3.7.2.1
Concrete Embedment - Install in pipe sleeves embedded in concrete
and filled with non-shrink grout or quick setting anchoring cement with
anchorage covered with standard pipe collar pinned to post.
3.7.2.2
Wood Anchorage - Secure by means of pipe sleeves secured to wood
with screws.
3.7.2.3
Masonry Anchorage - Secure with expansion shields and bolts or
toggle bolts.
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3.7.2.4
Steel Anchorage - Secure by means of base plates bolted to
stringers or structural steel frame work. Secure rail ends by steel pipe
flanges anchored by expansion shields and bolts through-bolted to a back
plate or by 1/4 inch lag bolts to studs or solid backing.
3.8
GRATING
3.8.1
Erection - Grating shall be anchored in place with welded stud bolts
and saddle clips or other acceptable fasteners.
Gratings shall be installed
level and plumb without racking.
3.8.2
Touchup shall be either with an approved galvanizing repair paint or
a primer to match shop primer. Coat surfaces of aluminum in contact with
concrete, masonry or wood with bituminous paint.
3.9
CASTINGS
3.9.1
Frames, Steps, Corner Protection, or Other Castings to be embedded
in concrete shall be accurately positioned and securely anchored to forms
prior to placement of concrete.
3.9.2
Castings to be located in masonry or other building material shall
be temporarily braced and held firm to ensure accurate placement in final
construction.
3.9.3
Aluminum Surfaces that will be in contact with grout, concrete,
masonry, wood, or dissimilar metals shall be coated with a heavy coat of
bituminous paint.
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SECTION 05805
EXPANSION JOINT COVERS
PART 1
1.1
GENERAL
SUMMARY
This specification covers the furnishing and installation of building
expansion joint covers. Products shall match existing materials and/or shall
be as directed by the Contracting Officer. Installation procedures shall be
in accordance with the product manufacturer's recommendations. Demolition
and removal of materials shall be as required to support the work.
1.2
REFERENCES
ASTM A 167
(1999) Standard Specification for Stainless and
Heat-Resisting Chromium-Nickel Steel Plate,
Sheet, and Strip
ASTM B 221
(2004a) Aluminum and Aluminum-Alloy Extruded
Bars, Rods, Wire, Profiles, and Tubes
ASTM B 455
(2001) Standard Specification for Copper-ZincLead Alloy (Leaded-Brass) Extruded Shapes
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SSPC-Paint 32
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(1994) Coal Tar Emulsion Coating
SUBMITTALS
PROCEDURES:
1.3.1
SD-02 Shop Drawings - Fabrication drawings including description of
connections (GA)
1.3.2
SD-03 Product Data - Shop primer (FIO),
1.3.3
SD-06 Test Reports - Supply the certified manufacturer's mill
reports which clearly show the applicable ASTM mechanical and chemical
requirements together with the actual test results for the supplied
fasteners.
PART 2
2.1
PRODUCTS
FRAMES AND COVERS
2.1.1
Aluminum - ASTM B 221, 6063-T6.
2.1.2
Bronze - ASTM B 455, Alloy C 38500.
2.1.3
Stainless Steel - ASTM A 167, Type 304.
2.2
RESILIENT FILLER
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Neoprene, elastomeric, or extruded vinyl.
2.3
BITUMINOUS PAINTS
SSPC-Paint 32 (Coal Tar Emulsion Coating).
2.4
FABRICATION
Shop assemble components and package with anchors and
fittings.
PART 3
Provide joint components in single lengths whenever practical.
EXECUTION
Install assembly in accordance with manufacturer’s printed instructions using
anchors appropriate for the joining materials.
3.1
CORROSION PROTECTION
Coat concealed surfaces of aluminum that will be in contact with grout,
concrete, masonry, wood, or dissimilar metals with a heavy coat of bituminous
paint.
3.2
INSTALLATION
Rigidly anchor expansion assembly to both sides of expansion joints to
prevent misalignment.
----END OF SECTION----
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0145
DETECTABLE WARNING PAVER
PART 1
1.1
GENERAL
SUMMARY
Line Item:
1.2
0145 Detectable Warning Paver
REFERENCES
Pavers shall meet the following requirements:
Texas Accessibility Standards (TAS) 4.29
ASTM C-936, C-33
TxDOT Standard PED-05
1.3
SUBMITTAL
work.
1.4
The unit measure for detectable warning pavers shall be for the square foot
of paver installed that is actually completed and accepted by the
Contracting Officer. The payment will be at the contract unit price and
will include full compensation for furnishing and installing, materials,
bedding, labor, tools, and incidentals.
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2.1
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PRODUCTS
MATERIALS
2.1.1
Detectable Warning Paver
Paver shall be an approved material and on the “Qualified Detectable
Warning Materials” list that TxDOT maintains. Surface shall be slip
resistant, a raised truncated dome, and not allow water to accumulate.
2.1.2
Color
Furnish dark brown or dark red detectable warning surface adjacent to
uncolored concrete.
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
Generally pavers will be installed in concrete sidewalks where ADA
compliant wheelchair ramps are required. Lay in a 2 by 2 unit basket weave
pattern or as directed. Lay full-size units first followed by closure units
consisting of at least 25 percent of a full unit. Cut detectable warning
paver units using a power saw.
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0147
Traffic Signal Controller
PART 1
1.4
GENERAL
SUMMARY
Line Item:
0147 Traffic Signal Controller
1.12 SUBMITTAL
work.
1.3
The unit measure for traffic signal controllers shall be for each unit
installed that are actually completed and accepted by the Contracting
Officer. The payment will be at the contract unit price for a traffic
signal controller.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
M52-Siemens Traffic Signal Controller
http://www.itssiemens.com/en/p_nav2.html
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EXECUTION
INSTALLATION
3.1.1
Placement
Generally traffic signal controller will be installed at the intersections
controller box. All wires, intersection timing, and labor will be paid for
by this line item.
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0148
Retime Traffic Signals @ Intersection
PART 1
1.1
GENERAL
SUMMARY
Line Item:
0148 Retime Traffic Signals @ Intersection
1.13 SUBMITTAL
work.
1.3
The unit measure for Retime Traffic Signals @ Intersection shall be for
each day (Each Intersection/ Typical 4-way intersection) completed that are
actually completed and accepted by the Contracting Officer. The payment
will be at the contract unit price for a Retime Traffic Signals @
Intersection.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
None
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EXECUTION
INSTALLATION
3.1.1
Placement
Traffic signals will be re-timed by a qualified traffic engineer.
Generally traffic signals will be retimed at the intersection’s controller
box. All wires, intersection timing, and labor will be paid for by this
line item.
---- END OF SECTION -----
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SECTION 0149
OPERATE TEMPORARY TRAFFIC SIGNAL
PART 1
1.2
GENERAL
SUMMARY
Line Item:
1.2
0149 Operate Temporary Traffic Signal
The unit of measure for Operate Temporary Traffic Signal shall be for each
unit actually installed, operated, removed, and accepted by the Contracting
Officer. The payment will be at the contract unit price and will include
necessary labor, equipment, tools, and incidentals to; go to the Government
yard, retrieve the signal, set-up and operate the signal for the duration
of the project, and return the signal to the Government yard.
PART 2
2.1
PRODUCTS
MATERIALS
Fort Hood DPW will provide Temporary Traffic Signals in operating
condition to the contractor for use. The contractor shall be responsible
for any damage incurred due to negligence or improper operation.
PART 3
3.1
EXECUTION
INSTALLATION
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Placement
Temporary traffic signals will be installed when 1-lane traffic is
necessary to complete a project or to provide traffic control in an area.
Signage and pavement markings shall follow MUTCD and TxDOT Standards and
will be considered subsidiary to the bid items.
3.1.2
Operation and Maintenance
Designate in writing a sufficiently skilled individual responsible for
maintenance and operation of the temporary traffic signals who is available
to respond within a reasonable time, 24 hours each day.
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0170
LED Traffic Signal Lights (GellCore)
PART 1
1.2
GENERAL
SUMMARY
Line Item:
0170 LED Traffic Signal Lights
1.14 SUBMITTAL
work.
1.3
The unit measure for LED Traffic Signal Lights shall be for each unit
installed that are actually completed and accepted by the Contracting
Officer. The payment will be at the contract unit price for a traffic
signal led light.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
Traffic Signal LED Lights
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LED traffic signal lights made by GellCore
http://www.gelcore.com/category_products.php?cat_id=21&id=42. This line
item includes all colors of traffic lights and lights with arrows.
PART 3
3.1
EXECUTION
INSTALLATION
3.1.1
Placement
Generally traffic signal controller will be installed in existing
incandescent traffic signal light boxes. All wires, intersection timing,
and labor will be paid for by this line item.
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SECTION 0186
Miscellaneous Project Elements
PART 1
1.3
GENERAL
SUMMARY
Line Item:
0186 Miscellaneous Project Elements
1.15 MEASUREMENT AND PAYMENT
The unit of measure for Miscellaneous Project Elements shall be by Lump Sum
(LS), or percentage thereof, identified on the corresponding task order
that is completed and accepted by the Contracting Officer. The payment
will be at the contract unit price.
1.3
EXAMPLES
Examples of the type of work to be performed include but are not limited to
the following:
1.3.1
Installing a different hot-mix design
1.3.2
Installing PVC piping in sizes other than the ones specified
1.3.3
Installing a specific size culvert or French drain other than the
sizes specified.
1.3.4
Installing fencing
1.3.5
Vegetative watering
PART 2
PRODUCTS
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MATERIALS
Materials will be specific to the particular task order. Type of material
used and submittals required will be determined and agreed upon before the
task order is awarded.
PART 3
EXECUTION
When the Government determines that an existing line item does not
adequately meet the specifications, intent, and/or pricing of a particular
item of work; this Line Item may be used to ensure the Government receives
the materials and/or services needed to complete the project. The Government
will request the contractor submit a detailed cost estimate and break-out of
the requested work to the Contracting Officer. The cost estimate will be
reviewed by the Contracting Officer and Project Manager for accuracy. The
scope of work and cost will be agreed upon by the Contracting Officer and the
Contractor before the task order is awarded.
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SECTION 02222
EXCAVATION, TRENCHING, AND BACKFILLING FOR STORM-DRAINAGE SYSTEMS
PART 1
GENERAL
1.1
SUMMARY (Not Applicable)
1.2
REFERENCES
extent referenced.
designation only.
ASTM D 422
of Soils
ASTM D 1556
(1990; R 1996) Density of Soil in
ASTM D 2167
Soil In-Place by the Rubber Balloon
Method
ASTM D 2487
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ASTM D 2922
Soil-Aggregate In Place by Nuclear
ASTM D 3017
(1988; R 1993) Moisture Content of
Soil and oil-Aggregate In Place by Nuclear
1.3
Excavation, trenching, backfill, and compaction will
incidental costs for the types of construction listed
Storm Drainage System. Exception as follows:
1.3.1
be
in
considered as
SECTION 02720
Bedding Aggregate
The Contracting Officer may direct the use of bedding aggregate when
required for stability during construction. The aggregate consists of large
stones 2-inches to 4-inches in diameter. There is no material specification
or compaction requirement. Six (6)-inches of select granular material shall
be placed on top of the bedding aggregate prior to placement of pipe or
bottom of manhole/box inlet.
1.3.1.1
cubic yard.
Measurement - Bedding aggregate will be measured in-place by the
1.3.1.2
Payment - Bedding aggregate will be paid for at the contract unit
price for the bid item bedding aggregate.
1.4
DEFINITIONS
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Degree of compaction shall be expressed as a percentage of the maximum
1.5
SUBMITTALS
The following
SUBMITTALS:
shall
be
submitted
in
accordance
with
Section
01300
Test Reports
Copies of all laboratory and field test reports shall be submitted to the
Contracting Officer within 72 hours of the completion of the test.
PART 2
2.1
PRODUCTS
MATERIALS
2.1.1
Satisfactory materials shall consist of any material classified by ASTM D
2487 GW, GP, SW, GM, GC, SC, SP, SM, and CL.
2.1.2
Unsatisfactory materials are materials that do not comply with the
requirements for satisfactory materials.
Unsatisfactory materials include
but are not limited to those materials containing roots and other organic
matter, trash, debris, frozen materials and stones larger than 3 inches
backfilled within 24 inches of drainage pipes or structures, and materials
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classified in ASTM D 2487, as PT, OH, and OL. Unsatisfactory materials also
include man-made fills, refuse, or backfills from previous construction.
2.1.3
Cohesionless materials shall include materials classified in ASTM D 2487 as
GW, GP, SW, and SP.
Cohesive materials include materials classified as GC,
SC, ML, CL, MH, and CH.
Materials classified as GM and SM will be
identified as cohesionless only when the fines are nonplastic.
2.1.4
Unyielding Material
Unyielding material shall consist of rock and gravelly soils with stones
greater than 3 inches in any dimension.
2.1.5
Unstable Material
Unstable material shall consist of materials too wet to properly support the
utility pipe, conduit, or appurtenant structure.
2.1.6
Select Granular Material
Select granular material shall consist of well-graded sand, gravel, crushed
gravel, crushed stone or crushed slag composed of hard, tough and durable
particles, and shall contain not more than 10 percent by weight of material
passing a No. 200 mesh sieve and no less than 95 percent by weight passing
the l-inch sieve.
The maximum allowable aggregate size shall be 2 inches,
or the maximum size recommended by the pipe manufacturer, whichever is
smaller.
2.1.7
Initial Backfill Material
Initial backfill shall consist of select granular material or satisfactory
materials free from rocks 3 inches or larger in any dimension.
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Bedding Aggregate (for stability during construction)
The aggregate shall be manufactured stone 2 inches to 4 inches in any
direction.
PART 3
3.1
EXECUTION
EXCAVATION
Excavation shall include removal and disposal of all materials to the lines
and
grades
required.
During
excavation,
material
satisfactory
for
backfilling shall be stockpiled in an orderly manner at a distance from the
banks of the trench equal to 1/2 the depth of the excavation, but in no
instance closer than 2 feet. Excavated material not required or not
satisfactory for backfill shall be removed from the site.
Excavated
material not required or not satisfactory for backfill shall dealt with in
accordance with division 1 requirements.
Grading shall be done as may be necessary to prevent surface water from
flowing into the excavation, and any water accumulating therein shall be
removed to maintain the stability of the bottom and sides of the excavation.
Unauthorized overexcavation shall be backfilled in accordance with paragraph
"BACKFILLING AND COMPACTION" at no additional cost to the Government.
3.1.1
Trench Excavation
At any point below the top of the pipe, the trench width shall not exceed
the outside diameter of the pipe plus 12 inches for pipes up to and
including 24 inch inside diameter, and the outside diameter of the pipe plus
24 inches for pipes larger than 24 inch inside diameter. Trench walls which
are cut back shall be excavated to at least the angle of repose of the soil.
Special attention shall be given to slopes which may be adversely affected
by weather or moisture content. Where recommended trench widths are
exceeded, redesign, stronger pipe, or special installation procedures shall
be utilized by the Contractor at no additional cost to the Government.
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3.1.1.1
Bedding - The bottoms of trenches shall be accurately graded to
provide uniform bearing and support for the bottom quadrant of each section
of the pipe. Bell holes shall be excavated to the necessary size at each
joint or coupling to eliminate point bearing. Stones of 3 inches or greater
in any dimension, or as recommended by the pipe manufacturer, whichever is
smaller, shall be removed to avoid point bearing.
3.1.1.2
Removal of Unyielding Material - Where unyielding material is
encountered in the bottom of the trench, such material shall be removed 8
inches below the required grade or one-half inch for each foot of fill over
the top of the pipe, whichever is greater, but not more than three-fourths
the nominal diameter of the pipe. Excavated material shall be replaced with
satisfactory material as provided in paragraph "BACKFILLING AND COMPACTION."
Where bell and spigot pipe is used, the cushion shall be maintained under
the bell as well as under the barrel of the pipe.
3.1.1.3
Removal of Unstable Material - Where unstable material incapable of
supporting the pipe is encountered in the bottom of the trench, such
material shall be removed to the depth directed and replaced to the proper
grade with select granular material as provided in paragraph "BACKFILLING
AND COMPACTION."
When removal of unstable material is required due to the
fault or neglect of the Contractor in his performance of the work, the
resulting material shall be excavated and replaced by the Contractor without
additional cost to the Government.
3.1.1.4
Excavation for Appurtenances - Excavation for catch basins, inlets,
or similar structures shall be sufficient to leave at least 12 inches clear
between the outer structure surfaces and the face of the excavation or
support members. Rock shall be cleaned of loose debris and cut to a firm
disintegrated rock and thin strata shall be removed. Removal of unstable
material shall be as specified above. When concrete is to be placed in an
excavated area, special care shall be taken not to disturb the bottom of the
excavation. Excavation to the final grade level shall not be made until just
before the concrete or masonry is to be placed.
3.1.1.5
Stockpiles - Stockpiles shall be kept in a neat and well drained
condition, giving due consideration to drainage at all times. The ground
surface at stockpile locations shall be cleared, grubbed, and sealed by
rubber tired equipment; excavated satisfactory and unsatisfactory materials
shall be separately stockpiled. Stockpiles of satisfactory materials shall
be protected from contamination which may destroy the quality and fitness of
the stockpiled material.
If the Contractor fails to protect the stockpiles,
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3.2
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material becomes unsatisfactory, such material shall be removed and
with satisfactory material from approved sources at no additional
the Government.
Locations of stockpiles of satisfactory materials
subject to prior approval of the Contracting Officer.
BACKFILLING AND COMPACTION
Backfill material shall consist of satisfactory material or select granular
material as required.
Backfill shall be placed in layers not exceeding 6
inches loose thickness for compaction by hand operated
machine compactors,
and 8 inches loose thickness for other than hand operated machines, unless
otherwise specified.
Each layer shall be compacted to at least 95 percent
maximum density for cohesionless soils and 90 percent maximum density for
cohesive soils, unless otherwise specified.
Each lift must pass a compaction test before additional lifts are added. No
stair stepping will be allowed for testing unless pre-approved by the COR.
3.2.1
Replacement of Unyielding Material
Unyielding material removed from the bottom of the trench shall be replaced
with select granular material or initial backfill material.
3.2.2
Replacement of Unstable Material
Unstable material removed from the bottom of the trench or excavation shall
be replaced with select granular material placed in layers not exceeding 6
inches loose thickness.
3.2.3
Initial Backfill
The pipe shall be bedded carefully in a soil foundation accurately shaped
and rounded to conform to the lowest one-fourth of the outside portion of
circular pipe for the entire length of the pipe.
Initial backfill material
shall be placed and compacted with approved tampers to a height of at least
one foot above the utility pipe or conduit. The backfill shall be brought up
evenly on both sides of the pipe for the full length of the pipe. Care shall
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be taken to ensure thorough compaction of the fill under the haunches of the
pipe.
3.2.4
Final Backfill
The remainder of the trench, except for special materials for roadways,
railroads and airfields, shall be filled with satisfactory material.
Backfill material shall be placed and compacted as specified.
3.2.4.1
Roadways - Backfill shall be placed up to the elevation at which
the requirements in Section 0013 COMPACTED FILL MATERIAL AND SECTION 0015
CUT & COMPACTED FILL MATERIAL.
Water flooding or jetting methods of
compaction will not be permitted.
3.2.4.2
Sidewalks, Turfed or Seeded Areas and Miscellaneous Areas Backfill shall be deposited in layers of a maximum of 12-inch loose
thickness, and compacted to 85 percent maximum density for cohesive soils
and 90 percent maximum density for cohesionless soils. Compaction by water
flooding or jetting will not be permitted. This requirement shall also apply
to all other areas not specifically designated above.
3.2.5
Backfill for Appurtenances
After the inlet or other structure has been constructed and the concrete has
been allowed to cure for 7 days, backfill shall be placed in such a manner
that the structure will not be damaged by the shock of falling earth.
The
backfill material shall be deposited and compacted as specified for final
backfill, and shall be brought up evenly on all sides of the structure to
prevent eccentric loading and excessive stress.
3.3
TESTING
at no additional cost to the Government.
Tests shall be performed by an approved commercial testing laboratory.
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the first inspection will be charged to the Contractor.
3.3.1
Submittals Sampling and Testing Guide
See specification section 01300 and below.
3.3.2
Testing of Backfill Materials
Characteristics of backfill materials shall be determined in accordance with
particle size analysis of soils ASTM D 422 and moisture density relations of
soils ASTM D 1557, Method C. A minimum of one particle size analysis and one
moisture density relation test shall be performed on each different type of
material used for bedding and backfill with a minimum testing frequency on
one test per 10,000 cubic yards. Plasticity Index test method ASTM D 4318,
one test per Laboratory Density.
3.3.3
Field Density Tests
Tests shall be performed in sufficient numbers to ensure that the specified
density is being obtained.
A minimum of one field density test per lift of
backfill for every 100 feet or portion thereof of each installation shall be
performed. Field in-place density shall be determined in accordance with
ASTM D 1556, ASTM D 2167, or ASTM D 2922. When ASTM D 2922 is used, the
calibration curves shall be checked and adjusted using the sand cone method
as described in paragraph "Calibration" of the ASTM publication.
ASTM D
2922 results in a wet unit weight of soil and when using either of these
methods, ASTM D 3017 shall be used to determine the moisture content of the
soil. The calibration curves furnished with the moisture gauges shall be
checked along with density calibration checks as described in ASTM D 3017.
The calibration checks of both the density and moisture gauges shall be made
at
the
beginning
of
a
job,
on
each
different
type
of
material
encountered, at intervals as directed by the Contracting Officer. Copies of
calibration curves, results of calibration tests, and field and laboratory
density tests shall be furnished to the Contracting Officer within 24 hours
of conclusion of the tests. Trenches improperly compacted shall be reopened
to the depth directed, then refilled and compacted to the density specified
at no additional cost to the Government.
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Bedding Aggregate
No testing requirement.
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SECTION
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02358
METAL BEAM GUARD FENCE
1.1
DESCRIPTION
This Item shall govern for furnishing and installing a single line of metal
beam rail element supported on timber or steel posts as shown on the plans.
Metal beam guard fence shall consist of multiple lines of rail element
supported on timber or steel posts. Metal beam guard fence shall be constructed
of materials and workmanship as prescribed by these specifications, at such
places as shown on the plans or as designated by the Contracting Officer, and
in conformity with the plans and typical details shown.
1.2
MATERIALS
1.2.1
Rail Elements
The rail elements shall be of the W-beam type fabricated to develop continuous
beam strength and shall consist of metal plate or sheet formed into a beam as
shown on the plans.
The beam shall be free from warp.
When tested with a
straight edge or string along either edge of a 3.8 meter sectional length of
beam, the maximum deviation of the beam edges from the straight edge shall not
exceed 13 millimeters at any point.
The steel for the rail elements shall conform to the requirements of AASHTO M180. The rail shall be 3.43 millimeters ± 0.20 millimeter or 2.67 millimeters
± 0.20 millimeter.
Rail elements shall contain not more than 0.04 percent
phosphorous nor more than 0.05 percent sulphur.
The rail element for the terminal anchor section shall be of the same materials
as the rail element used throughout the project.
The rail element galvanized coating shall not be less than 0.5 kilogram per
square meter of double exposed surface (single spot test).
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Posts
Refer to the plan drawings, whenever plan drawings indicate an option for steel
or timber posts steel posts shall be placed instead of timber posts. The posts
shall meet one of the following requirements.
1.2.2.1
Timber Posts
All round timber posts shall conform to the American National Standards
Institute Specifications and Dimensions for Wood Poles (ANSI) 05.1., except as
modified herein.
1.2.2.1.1
Species - All timber posts shall be Southern Pine (including
minor species) as defined by ASTM D 1165.
1.2.2.1.2
Dimensions - Posts shall not be less than 175 millimeters in
diameter, at any point, as determined by a circumference-diameter tape. The top
of the posts shall not exceed 200 millimeters in diameter below the dome or
bevel. The diameter at the butt of a post shall not exceed the diameter of the
top of that post by more than 50 millimeters. The length of the posts shall be
as shown on the plans; the length shall not vary more than 25 millimeters from
the specified length.
1.2.2.1.3
Manufacture - Posts may be domed or beveled, as specified. When
posts are domed, the dome shall be approximately hemispherical in shape and the
radius of the dome of each post shall be one-half the diameter of the posts at
the base of the domed portion. The dome shall be smooth, and the distance from
the top of the dome to the base of the dome shall not vary more than 25
millimeters at any location.
When posts are beveled, the bevel will be a minimum of 10 degrees and a maximum
of 15 degrees for acceptance.
All posts shall be smooth shaved by machine.
No "ringing" of the posts as
caused by an improperly adjusted peeling machine is permitted. All outer and
inner bark shall be removed during the shaving process. All knots and knobs
shall be trimmed smooth and flush with the surface of the posts.
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The groundline, for the purpose of applying those restrictions of ANSI 05.1
that reference the groundline, shall be defined as being located one (1) meter
from the butt end of each post.
Holes shall be drilled as shown on the plans for the type of posts being
manufactured, with a location tolerance of six (6) millimeters in any
direction.
All manufacturing shall be completed prior to preservative
treatment.
1.2.2.1.4
Knots - The maximum diameter of any single knot shall not exceed
75 millimeters.
The
sum
of
diameters of all knots greater than 13
millimeters in any 300
millimeter
section
shall
not exceed 200
millimeters.
1.2.2.1.5
Scars - Scars are permitted as defined in ANSI 05.1 provided
that the depth of the trimmed scar is not more than 25 millimeters.
1.2.2.1.6
Shape and Straightness - All timber posts shall be nominally
round in cross section. A straight line drawn from the center of the top to
the center of the butt of any post shall not deviate from the centerline of the
post more than 30 millimeters at any point. Posts shall be free from reverse
bends.
1.2.2.1.7
Splits and Shakes - Splits or ring shakes are not permitted in
the top. Splits are not permitted in the butt. A single shake is permitted in
the butt, provided it is not wider than one-half the butt diameter.
1.2.2.1.8
Timber Spacers - When timber spacers are required, the timber
species shall be the same as those furnished for the timber posts. The size
and hole location shall be as shown on the plans, with a tolerance of six (6)
millimeters.
Spacers shall be of medium grain, at least four (4) rings per 25 millimeters on
one end, and free from splits, shakes, compression wood or decay in any form.
Individual knots, knot clusters or knots in the same cross section of a face
are permitted, provided they are sound or firm, and are limited in cumulative
width (when measured between lines parallel to the edges) to no more than onehalf the width of the face. Wane or the absence of wood is limited to onethird of the face on no more than 10 percent of the lot. Grain deviation is
limited to 25 millimeters in 150 millimeters. The material may be rough sawn
or surfaced, full size, hit or miss, with a tolerance of six (6) millimeters
for all dimensions.
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All manufacturing shall be completed prior to preservative treatment.
1.2.2.1.9
Treatment - Timber posts and spacers shall be preservative
treated in accordance with Item 492, "Timber Preservative and Treatment". In
addition to the referenced following provisions shall apply:
Each post treated shall have a minimum sapwood depth of 25 millimeters, as
determined by examination of the tops and butts of each post.
The use of
peeler cores is prohibited
1.2.2.2
Steel Posts
Steel posts and spacers shall be rolled sections as shown on the plans and
conform to the requirements of ASTM A 36.
The top of all posts shall be
beveled or square as shown on the plans.
The posts and spacers shall be
drilled or punched for rail attachment as shown on the plans.
Steel posts and spacers shall be galvanized.
1.2.3
Fittings
Fittings shall consist of bolts, nuts and washers conforming to the details
shown on the plans. Fittings shall be galvanized.
1.2.4
Terminal Connectors
Terminal connectors, where required, shall conform to the details shown on the
plans and to the materials and galvanizing requirements specified for rail
elements.
1.2.5
Concrete
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The concrete for terminal anchor posts or for embedment of other posts in
concrete, where embedment is required, shall meet the requirements for 3000 psi
compressive strength at 28 days.
Testing and material submittals are not
required for embedment concrete.
1.3
The uniformity of the zinc coating shall be determined by visual inspection.
If, in the opinion of the Contracting Officer, visual examination is not
conclusive, the Contractor shall perform tests for uniformity of the coating
determined by magnetic thickness gauge measurement, in accordance with ASTM E
376.
1.4
The posts shall be set plumb and firm to the line and grade shown on the plans.
Unless the plans call for setting in concrete, the posts shall be backfilled by
thoroughly tamping the material in 100 millimeter layers.
Where shown on
details the rail element shall be blocked out from the posts with spacers. The
rail elements shall be erected to produce a smooth, continuous rail paralleling
the line and grade of the roadway surface or as shown on the plans. The rail
elements shall be joined end to end by bolts and lapped in the direction of
traffic in the lane adjacent to the guard fence. When shown on the plans, the
rail elements shall be curved. Curving of rail elements shall be done during
fabrication of the rail elements.
Holes for special details may be fielddrilled or punched, when approved by the Contracting Officer.
Driving will be an acceptable method of attaining the established line and
grade for posts.
A structural steel driving head suitable for the type and
size of post being driven shall be used. Wood cushion blocks shall be used as
necessary to prevent damage to the post. Rope mat, belting or other similar
cushioning material may be used in addition to wood cushion blocks. When posts
are driven, the driving may be performed with power hammers (steam, compressed
air or diesel) or gravity hammers approved by the Contracting Officer. Pilot
holes may be required or permitted. The size and depth shall be determined by
the Contractor with the approval of the Contracting Officer based on results of
trial operations of the first few posts driven. Loosened soil around the post
shall be thoroughly tamped and any void between the soil and the post resulting
from the driving shall be filled with suitable material and thoroughly
compacted as directed by the Contracting Officer.
After erection, all parts of galvanized steel posts, spacers, washers, bolts
and rail elements on which the galvanizing has become scratched, chipped or
otherwise damaged shall be repaired.
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1.5
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MEASUREMENT
1.5.1
Metal Beam Guard Fence
Metal Beam Guard Fence will be measured by the linear foot of fence, complete
in place, measurement being made upon the face of the rail in place, from
center to center of end posts, from terminal anchor or in the case of structure
to railing connection, from the points shown on the plans
1.5.2
Terminal Post and Anchor
Terminal Anchor, measurement will be made as each terminal anchor, complete in
place, each terminal anchor consisting of a terminal anchor post and anchor.
1.5.3 Impact Head and Assembly
Impact Head and Assembly, measurement will be made as each impact head and
assembly, complete in place, consisting of an impact head and assembly.
1.6
1.6.1
PAYMENT
Metal Beam Guard Fence
The work performed and material furnished in accordance with this Item and
measured as provided under "Measurement", will be paid for at the unit price
bid for "Metal Beam Guard Fence”, of the thickness specified. This price shall
be full compensation for furnishing all materials, including necessary boring
for preparation, for hauling and erection; for setting posts in concrete when
required; for spacers where required and for all labor, tools, equipment and
incidentals necessary to complete the work, including driving posts,
excavating, backfilling and disposing of surplus material.
1.6.2
Terminal Post and Anchor
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bid for "Terminal Post and Anchor”. This price shall be full compensation for
furnishing the anchor assembly, terminal anchor post and foundations; and for
all labor, tools, equipment and incidentals necessary to complete the work
including excavation, backfilling and disposal of surplus materials.
1.6.3
Impact Head and Assembly
bid for “Impact Head and Assembly”. This price shall be full compensation
for furnishing the entire impact head and assembly; and for all labor, tools,
equipment and incidentals necessary to complete the work including
excavation, backfilling and disposal of surplus materials.
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SECTION 02359
REMOVE METAL BEAM/ OR CABLE GUARD FENCE
PART 1
1.1
GENERAL
SUMMARY
This section details the removal of existing metal beam/ or cable guard
fence.
1.2
REFERENCES
Not Used
1.3
Remove Metal Beam/or Cable Guard Fence shall be measured by the linear
foot, measured upon the face of the fence in its original position from
center to center of end posts. Work performed under this item shall be paid
for at the contract unit price for "Remove Metal Beam/Or Cable Guard Fence”.
Payment shall constitute full compensation for removing all materials
including posts and terminal anchor sections, loading and hauling, and for
all manipulation, labor, tools, equipment, and incidentals necessary to
complete the work.
PART 2
MATERIALS
Not Used
PART 3
EXECUTION
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RAIL/OR CABLE ELEMENTS
All rail/or cable elements shall become the property of the contractor.
3.2
POSTS
Posts which are set in concrete may be cut off 1 foot below subgrade
elevation and the concrete and bottom of post left in place.
Any concrete
less than 1 foot below subgrade shall be removed.
Eyebolts anchored to
deadmen need not be removed but may be cut off or bent down at an elevation
of at least 1 foot below subgrade and left in place along with the deadmen.
3.3
SALGAVE AND DISPOSAL
All salvage materials shall become the property of the contractor and
removed from the job site immediately.
Waste materials shall be disposed
of at the Fort Hood Sanitary Landfill.
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SECTION 02441
ROAD BORE WITH PIPE SLEEVE
PART 1 GENERAL
1.1 REFERENCES
AMERICAN PETROLEUM INSTITUTE (API)
API SPEC 5L
(1995) Line Pipe
API SPEC 13A
(1993) Drilling - Fluid Materials
ASTM A 53
(1997) Pipe, Steel, Black and Hot-Dipped,
Zinc-Coated Welded and Seamless
ASTM A 139
(1996) Electric-Fusion (ARC)-Welded Steel
Pipe (NPS 4 and Over)
ASTM A 716
(1994) Ductile Iron Culvert Pipe
ASTM A 746
(1995) Ductile Iron Gravity Sewer Pipe
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AWS D1.1
AWS D1.5
(1996) Bridge Welding Code
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C104/A21.4
(1995) Cement-Mortar Lining for
Ductile-Iron Pipe and Fittings for Water
AWWA C111/A21.11
(1995) Rubber-Gasket Joints for
Ductile-Iron Pressure Pipe and Fittings
AWWA C150/A21.50
(1996) Thickness Design of Ductile-Iron
Pipe
ANSI/AWWA C151/A21.51
(1996) Ductile-Iron Pipe, Centrifugally
Cast, for Water or Other Liquids
AWWA C200
(1997) Steel Water Pipe 6 in. (150 mm) and
Larger
AWWA C203
(1991) Coal-Tar Protective Coatings and
Lining for Steel Water Pipelines - Enamel
and Tape - Hot Applied
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1.2 DESIGN REQUIREMENTS
1.2.1 Pipe Casing
Provide steel or ductile iron pipe casing as indicated with coal-tar or coaltar epoxy coating.
1.3 SUBMITTALS
Procedures."
Shop-applied Coating for Pipe Sleeve – Certificate of compliance per
reference publications.
1.4
MEASUREMENT
The quantity of each size of pipe sleeve to be paid for will be determined by
1.5
PAYMENT
Payment will be made at the contract unit price per unit length for each size
of pipe sleeve approved in-place. The unit bid prices shall include the cost
of all labor, materials, equipment, and tools required to complete the work.
PART 2 PRODUCTS
2.1 PIPING CASING MATERIALS
2.1.1 Piping Casing
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2.1.1.1 Ductile-Iron Piping
a. Pipe and Fittings: Pipe,
The outside diameter of ductile iron pipe shall be in accordance with AWWA
C150/A21.50.
(1) Deflection: The maximum allowable deflection shall not exceed three
percent of the outside diameter of the pipe barrel for pipe manufactured with
a rigid lining and/or rigid coating nor five percent for pipe manufactured
with a flexible lining and/or flexible coating.
(2) Material Properties: The following are representative minimum values for
the physical properties of ductile iron for use as micro tunneling pipe for
pressure or gravity service.
(a) Tensile strength: Minimum 420 MPa 60,000 psi
(b) Tensile yield strength: Minimum 300 MPa 42,000 psi
(c) Compressive strength: The compressive yield strength of ductile iron
is 10 to 20 percent higher than the tensile yield strength. The ultimate
strength in compression is not normally determined for ductile metals, though
apparent strength in tests may be several times the tensile strength value.
(d) Elongation: Minimum 10 percent.
(e) Modulus of Elasticity: 165,500 MPa 24,000,000 psi (tension or
compression).
(f) Poisson's ratio: 0.28
(3) Spigot End Outside Diameter: The Spigot end outside diameter must be
within the following ranges: [75 to 300 mm, + 1.5 mm] [350 to 600 mm, + 1.3
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mm] [750 to 1200, + 2.0 mm] [1350 to 1600 mm, + 1.0 mm] [3 to 12 inches, +
0.06 inches] [14 to 24 inches, + 0.05 inches] [30 to 48 inches, + 0.08
inches] [54 to 64 inches, + 0.04 inches].
2.1.1.2 Steel Pipe
a. Pipe:
Steel pipe shall be in conformance with [ASTM A 139, Grade B with minimum
yield strength of 242 MPa 35,000 psi] [AWWA C200] [API SPEC 5L Grade B] [ASTM
A 53] [ASTM A 716] [ASTM A 746]. Steel pipe shall be welded, seamless; square
cut with even lengths [and shall comply of Articles 4.2, 4.3, and 4.4 of the
API SPEC 5L].
(1) Roundness: The difference between the major and minor outside diameters
shall not exceed [one percent] of the specified nominal outside diameter of 6
mm 0.25 inch whichever is less. [For pipe exceeding 1200 mm 48 inches in
diameter, a maximum deviation of 13 mm 1/2 inch shall be permitted provided
the circumference tolerance is maintained within 6 mm 1/4 inch.]
(2) Circumference: The outside circumference shall be within +1 percent of
the nominal circumference or within +13 mm +0.50 inches, whichever is less.
(3) Straightness: The maximum allowable straightness deviation in any 3 m 10
foot length shall be 3 mm 1/8 inch. [For lengths over 3 m 10 feet, the
maximum deviation of the entire length may be computed by the following
formula, but not to exceed 10 mm 3/8 inch in any 12 m 40 foot length:
(1/8) x (total length in meters/0.125 = Max. Deviation in mm)(1/8) x (total
length in feet)/10 = Maximum Deviation in inches)]
(4) Pipe ends: The end of the pipe shall be perpendicular to the longitudinal
axis of the pipe and within 2 mm per meter 1/16 inches per foot of diameter,
with a maximum allowable deviation of 6 mm 1/4 inch measured with a square
and straightedge across the end of the pipe.
b. Joints:
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The connection of adjacent pieces of micro tunneling steel pipe may be
accomplished by [field butt welding,] [internal weld sleeves,] [integral
press fit connectors,] as long as loading and installation design criteria
are met.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Access Shafts
3.1.1.1 Construction methods required to provide access shafts for micro
tunneling shall be subject to approval of the Contracting Officer. Acceptable
construction methods may include the use of interlocked steel sheet piling or
precast circular concrete segments lowered in place during excavation.
3.1.1.2 Final dimensions of access shafts selected by the Contractor shall be
modified as required following installation of pipe casings to the size and
shape of acceptable manhole designs shown on the Contract Drawings [to permit
installation of conveyance piping.]
3.1.1.3 Shafts shall be of a size commensurate with safe working practices
and located as shown on plans. With the approval of the Contracting officer,
the Contractor may relocate shafts to better suit the capabilities of the
micro tunneling method proposed. Where no locations are given, the Contractor
shall determine such locations with the approval of the Contracting Officer.
3.1.1.4 Shaft locations shall, where possible, be kept clear of road
intersections and within a single traffic lane, in order to minimize
disruption to the flow of traffic. Support equipment, spoil piles, and
materials shall also be located such as to minimize disruption to traffic and
are subject to the approval of the Contracting Officer.
3.1.1.5 The Contractor shall properly support all excavations and prevent
movement of the soil, pavement, utilities or structures outside of the
excavation. The Contractor shall furnish, place and maintain sheeting,
bracing, and lining required to support the sides and floor of all pits and
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to provide adequate protection of the work, personnel, and the general
public. Design loads on the sides of the jacking and receiving pit walls are
dependent on the construction method and flexibility of the wall systems.
3.1.1.6 Construct a starter shaft to accommodate the installation of pipe
casings, slurry shield and piping jacking device. Install thrust block as
required and consolidate the ground (grout) where the casings exit the shaft.
3.1.1.7 Construct a receiver shaft to accommodate the installation of pipe
casings and the slurry shield. Consolidate the ground (grout) where the
casings enter the shaft.
3.1.1.8 The Contractor shall furnish, install, and maintain equipment to keep
the jacking shaft free of excess water. The Contractor shall also provide
surface protection during the period of construction to ensure that surface
runoff does not enter driving shaft(s). Groundwater dewatering shall comply
with the approved dewatering plan and shall not affect surrounding soils or
structures beyond the tolerances stated in paragraph entitled "Settlement,
Alignment and Tolerances."
3.1.1.9 Provide security fence around all access shaft areas and provide
shaft cover(s) when the shaft area is not in use.
3.1.1.10 Design of the jacking and receiving pit supports should also take
into account the loading from shield or pipe jacking where appropriate, as
well as special provisions and reinforcement around the breakout location.
The base of the pits shall be designed to withstand uplift forces from the
full design head of water, unless approved dewatering or other ground
modification methods are employed.
3.1.1.11 Where a thrust block is required to transfer jacking loads into the
soil, it shall be properly designed and constructed by the Contractor. The
backstop shall be normal (square) with the proposed pipe alignment and shall
be designed to withstand the maximum jacking pressure to be used with a
factor of safety of at least 2.0. It shall also be designed to minimize
excessive deflections in such a manner as to avoid disturbance of adjacent
structures or utilities or excessive ground movement. If a concrete thrust
block or treated soil zone is utilized to transfer jacking loads into the
soil, the tunnel boring is not to be jacked until the concrete or other
materials have attained the required strength.
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3.1.1.12 Pit Backfill and Compaction: Upon completion of the pipe drive and
approval of the installed pipeline by the Contracting Officer, remove all
equipment, debris, and unacceptable materials from the pits and commence
backfilling operation.
3.2
3.2.1
INSTALLATION
Boring/Jacking
3.2.1.1 The pipe casing shall be jacked in place without damaging the pipe
casing joints or completed pipe casing section.
3.2.1.2 After completion of the jacking operation between starter and
receiver shafts, the lubricate material shall be displaced from between the
pipe casing exterior and the surrounding ground by a cement grout. Pressure
and the amount of grout shall be controlled to avoid pipe damage and
displacement of the pipe. Grouting shall be accomplished promptly after pipe
installation has been completed to prevent any surface settlement due to
movement of soil material into the void space or loosened zone around the
pipe casing.
3.2.1.3 Any pipe casing which has been damaged during installation shall be
replaced by the Contractor at no additional cost. If a new replacement pipe
casing is required extending from the starter to the receiver shaft, it shall
be installed in conformance with the contract drawings and this section.
3.2.1.4 Steel pipe casing joints shall be continuously welded with butt joint
per AWS D1.1. The welds shall attain the full strength of the pipe and shall
result in a full watertight section. The inner face of internal weld seam
shall be flush with the pipe to facilitate the installation of the conveyance
pipe in the pipe casing.
3.2.1.5 Perform all welding in accordance with requirements for shielded
metal arc welding of AWS D1.5 for bridges and AWS D1.1 for buildings and
other structures.
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SECTION 02511
CONCRETE SIDEWALKS AND CURBS AND GUTTERS
AND EROSION RETARDS
PART 1
1.1
GENERAL
REFERENCES
THE PUBLICATIONS LISTED BELOW FORM A PART OF THIS SPECIFICATION TO THE
designation only.
ASTM A 185
(1997) Steel Welded Wire Fabric,
Plain, for Concrete Reinforcement
ASTM A 615
(1996) Deformed and Plain
Billet-Steel Bars for Concrete Reinforcement
ASTM A 616
(1996a) Rail-Steel Deformed and Plain
Bars for Concrete Reinforcement
ASTM A 617
(1996a) Axle-Steel Deformed and Plain
ASTM C 31
(1996) Making and Curing Concrete
Test Specimens in the Field
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ASTM C 143
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(1990a) Slump of Hydraulic Cement
Concrete
ASTM C 171
(1997) Sheet Materials for Curing
Concrete
ASTM C 172
(1997) Sampling Freshly Mixed
Concrete
ASTM C 173
(1997) Air Content of Freshly Mixed
Concrete by the Volumetric Method
ASTM C 231
Concrete by the Pressure Method
ASTM C 309
(1997) Liquid Membrane-Forming
Compounds for Curing Concrete
ASTM D 1751
(1983; R 1991) Preformed Expansion Joint
Filler for Concrete Paving and Structural
Construction (Nonextruding and Resilient
Bituminous Types)
ASTM D 1752
(1984; R 1992) Preformed Sponge Rubber
and Cork Expansion Joint Fillers for Concrete
Paving and Structural Construction
CORPS OF ENGINEERS (COE)
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COE CRD-C 527
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(1988) Standard Specification for Joint
Sealants, Cold-Applied,
Non-Jet-Fuel-Resistant, for Rigid and
Flexible Pavements
FEDERAL SPECIFICATIONS (FS)
FS CCC-C-467
(Rev C) Cloth, Burlap, Jute (or
Kenaf)
FS SS-S-1401
(Rev C; Notice 1) Sealant, Joint,
Non-Jet-Fuel-Resistant, Hot-Applied, for
Portland Cement and Asphalt Concrete
Pavements
1.2
MEASUREMENT FOR PAYMENT
1.2.1
Sidewalks
The quantities of sidewalks to be paid for will be the number of cubic
yards of sidewalk constructed as indicated. Subsidiary constructions which
will not be measured for payment are joints and sealants, curing material,
and reinforcement.
1.2.2
Curbs and Gutters
The quantities of curbs and gutters to be paid for will be the number of
cubic yards of curb and gutter constructed as indicated. Subsidiary
constructions which will not be measured for payment are joints and
sealants, curing material, and reinforcement.
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1.2.3
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Erosion Retards
The quantities of erosion retards to be paid for will be the number of
cubic yards of erosion retard constructed as indicated. Subsidiary
constructions which will not be measured for payment are joints and
sealants, curing material, and reinforcement.
1.3
BASIS FOR PAYMENT
1.3.1
Sidewalks
Payment of the quantities of sidewalks measured as specified will be at
the
contract unit price per cubic yard for Concrete Sidewalk.
1.3.2
Curbs and Gutters
Payment of the quantities of curbs and gutters measured as specified will
be at the contract unit price per cubic yard for Concrete Curb and Gutter.
1.3.3
Erosion Retards
Payment of the quantities of erosion retards measured as specified will
be at the contract unit price per cubic yard for Concrete Erosion Retards.
1.4
SUBMITTALS
1.4.1
Copies of certified delivery tickets for all concrete used, the
delivery ticket shall indicate for what contract item the concrete was
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placed.
1.4.2
Copies of all test reports.
1.4.3
Material compliance certifications for: reinforcement, curing
materials, and joint sealants.
1.5
WEATHER LIMITATIONS
1.5.1
Placing During Cold Weather
Concrete placement shall be discontinued when the air temperature reaches
40 degrees F and is falling. Placement may begin when the air temperature
reaches 35 degrees F and is rising. Provisions shall be made to protect
the concrete from freezing during the specified curing period with insulated
blankets. All blankets must be on site and in enough quantity to cover entire
concrete area. The
aggregates shall be free of ice, snow, and
frozen lumps before entering the
mixer. Covering and other means shall be
provided for maintaining the
concrete at a temperature of at least 50
degrees F for not less than 72
hours after placing, and at a
temperature above freezing for the remainder
of the curing period.
1.5.2
Placing During Warm Weather
The temperature of the concrete as placed shall not exceed 85 degrees F
except where an approved retarder is used. In no case shall the placing
temperature exceed 95 degrees F.
1.6
1.6.1
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approval and shall be maintained in a satisfactory working condition at
all
times.
The equipment shall have the capability of producing the required
product, meeting grade controls, thickness control and smoothness
requirements as specified.
Use of the equipment shall be discontinued if
it produces unsatisfactory results.
The Contracting Officer shall have
access at all times to the plant and equipment to ensure proper operation
and compliance with specifications.
1.6.2
Slip Form Equipment
Slip form paver or curb forming machine, will be approved based on trial
use on the job and shall be self-propelled, automatically controlled,
crawler mounted, and capable of spreading, consolidating, and shaping the
plastic concrete to the desired cross section in one pass.
1.7
QUALIFICATIONS
Contractor quality assurance personnel assigned to concrete construction
shall be American Concrete Institute (ACI) Certified and shall have written
evidence of having completed the qualification program Concrete Field
Testing Technician, Grade I.
PART 2
2.1
PRODUCTS
CONCRETE
Concrete shall have a minimum compressive strength of 3000 psi at 28 days.
2.1.1
Air Content
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The concrete air content shall be in the range of 3 to 6
air.
2.1.2
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percent total
Slump
The concrete slump shall be in the range of 1 to 3 inches.
2.1.3
Reinforcement Steel
Reinforcement bars shall conform to ASTM A 615, ASTM A 616, or
ASTM A 617.
2.2
Wire mesh reinforcement shall conform to ASTM A 185.
CONCRETE CURING MATERIALS
2.2.1
Impervious Sheet Materials
Impervious sheet materials shall conform to ASTM C 171, type optional,
except that polyethylene film, if used, shall be white opaque.
2.2.2
Burlap
Burlap shall conform to FS CCC-C-467.
2.2.3
White Pigmented Membrane-Forming Curing Compound
White pigmented membrane-forming curing compound shall conform to ASTM C
309, Type 2.
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2.3
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CONCRETE PROTECTION MATERIALS
Concrete protection materials shall be a linseed oil mixture of equal
parts, by volume, of linseed oil and either mineral spirits, naphtha, or
turpentine.
linseed
At the option of the contractor, commercially prepared
oil mixtures, formulated specifically for application to concrete to
provide protection against the action of deicing chemicals may be used,
except that emulsified mixtures are not acceptable.
2.4
JOINT FILLER STRIPS
2.4.1
Contraction Joint Filler for Curb and Gutter
Contraction joint filler for curb and gutter shall consist of hard-pressed
fiberboard.
2.4.2
Expansion Joint Filler
Premolded Expansion joint filler, premolded, shall conform to ASTM D 1751
or
ASTM D 1752, 9.5 mm (3/8 inch) thick, unless otherwise indicated.
2.5
JOINT SEALANTS
2.5.1
Joint Sealant, Cold-Applied
Joint sealant, cold-applied shall conform to COE CRD-C 527.
2.5.2
Joint Sealant, Hot-Poured
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Joint sealant, hot-poured shall conform to FS SS-S-1401.
2.6
FORM WORK
Form work shall be designed and constructed to insure that the finished
concrete will conform accurately to the indicated dimensions, lines, and
elevations, and within the tolerances specified.
Forms shall be of wood
or
steel, straight, of sufficient strength to resist springing during
depositing and consolidating concrete.
plank,
Wood forms shall be surfaced
2-inch nominal thickness, straight and free from
warp, twist, loose
knots, splits or other defects. Wood forms shall have a nominal length
10 feet. Radius bends may be formed with 3/4-inch boards, laminated to
the
required thickness. Steel forms shall be channel-formed sections with
a
flat top surface and with welded braces at each end and at not less
than
two intermediate points. Ends of steel forms shall be interlocking
and
self aligning. Steel forms shall include flexible forms for radius
forming, corner forms, form spreaders, and fillers. Steel forms shall have
a nominal length of 10 feet with a minimum of two welded stake pockets per
form. Stake pins shall be solid steel rods with chamfered heads and
pointed tips designed for use with steel forms.
2.6.1
Sidewalk Forms
Sidewalk forms shall be of a height equal to the full depth of the
finished
sidewalk.
2.6.2
Curb and Gutter Forms
Curb and gutter outside forms shall have a height equal to the full depth
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of the curb or gutter. The inside form of curb shall have batter as
indicated and shall be securely fastened to and supported by the outside
form. Rigid forms shall be provided for curb returns, except that benders
or thin plank forms may be used for curb or curb returns with a radius of
10 feet or more, where grade changes occur in the return, or where the
central angle is such that a rigid form with a central angle of 90 degrees
cannot be used. Back forms for curb returns may be made of 1-1/2 inch
benders, for the full height of the curb, cleated together.
2.6.3
Erosion Retard Forms
Erosion retard forms shall be of a height equal to the full depth of the
finished erosion retard.
PART 3
3.1
EXECUTION
The subgrade shall be constructed to the specified grade and cross section
prior to concrete placement.
Subgrade shall be placed and compacted to
conform with applicable requirements of Section 0017
PREPARATION, AND REPAIR OF SUBGRADE.
3.1.1
FINE GRADING,
Sidewalk Subgrade
The subgrade shall be tested for grade and cross section with a template
extending the full width of the sidewalk and supported between side forms.
3.1.2
Curb and Gutter Subgrade
The subgrade shall be tested for grade and cross section by means of a
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template extending the full width of the curb and gutter.
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The subgrade
shall be of materials equal in bearing quality to the subgrade under the
adjacent pavement.
3.1.3
Erosion Retard
The subgrade shall be tested for grade and cross section extending the
full
width of the erosion retard.
3.1.4
Maintenance of Subgrade
The subgrade shall be maintained in a smooth, compacted condition in
conformity with the required section and established grade until the
concrete is placed.
The subgrade shall be in a moist condition when
concrete is placed.
The subgrade shall be prepared and protected so as to
produce a subgrade free from frost when the concrete is deposited.
3.2
FORM SETTING
Forms shall be carefully set to the indicated alignment, grade and
dimensions. Forms shall be held rigidly in place by a minimum of three
stakes per form placed at intervals not to exceed 4 feet. Corners, deep
sections, and radius bends shall have additional stakes and braces, as
required. Clamps, spreaders, and braces shall be
used where required to
insure rigidity in the forms. Forms shall be removed without injuring the
concrete. Bars or heavy tools shall not be used against the concrete in
removing the forms. Any concrete found defective after form removal shall
be promptly and satisfactorily repaired. Forms shall be cleaned and coated
with form oil each time before concrete is placed. Wood forms may,
instead, be thoroughly wetted with water before concrete is placed, except
that with probable freezing temperatures, oiling is mandatory.
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3.2.1
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Sidewalks
Forms for sidewalks shall be set with the upper edge true to line and
grade
with an allowable tolerance of 1/8 inch in any 10-foot long section.
After forms are set, grade and alignment shall be checked with a 10-foot
straightedge. Forms shall have a transverse slope 1/4-inch per foot with
the low side adjacent to the roadway or as indicated. Side forms shall not
be removed for 12 hours after finishing has been completed.
3.2.2
Curbs and Gutters
The forms of the front of the curb shall be removed not less than 2 hours
nor more than 6 hours after the concrete has been placed. Forms back of
curb shall remain in place until the face and top of the curb have been
finished as specified for concrete finishing. Gutter forms shall not be
removed while the concrete is sufficiently plastic to slump in any
direction.
3.3
SIDEWALK AND EROSION RETARD CONCRETE PLACEMENT AND FINISHING
3.3.1
Formed Sidewalks and Erosion Retards
Concrete shall be placed in the forms in one layer of such thickness that
when consolidated and finished the sidewalks and erosion retards will be of
the thickness indicated. After concrete has been placed in the forms, a
strike off guided by side forms shall be used to bring the surface to
proper section to be compacted. The concrete shall be consolidated with
an approved vibrator, and the surface shall be finished to grade with a
wood float, bull float, or darby, edged and broom finished.
3.3.2
Concrete Finishing
After straight edging, when most of the water sheen has disappeared, and
just before the concrete hardens, the surface shall be finished to a
smooth
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and uniformly fine granular or sandy texture free of waves,
irregularities,
or tool marks.
A scored surface shall be produced by brooming with a
fiber bristle brush in a direction transverse to that of the traffic. Use
of a water mister is allowed to help with finshing the texture of the
concrete.
3.3.3
Edge and Joint Finishing
All slab edges, including those at formed joints, shall be finished
carefully with an edger having a radius of 1/8 inch.
Transverse joint shall be edged before brooming, and the brooming shall
eliminate the flat surface left by the surface face of the edger.
Corners
and edges which have crumbled and areas which lack sufficient mortar for
proper finishing shall be cleaned and filled solidly with a properly
proportioned mortar mixture and then finished.
3.3.4
Surface and Thickness Tolerances
Finished surfaces shall not vary more than 5/16 inch from the testing edge
of a 10-foot straightedge. Permissible deficiency in section thickness
will be up to 1/4 inch.
3.4
CURB AND GUTTER CONCRETE PLACEMENT AND FINISHING
3.4.1
Formed Curb and Gutter
Concrete shall be placed to the section required in a single lift.
Consolidation shall be achieved by using approved mechanical vibrators.
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3.4.2
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Concrete Finishing
Exposed surfaces shall be floated and finished with a smooth wood float
until true to grade and section and uniform in texture.
Floated surfaces
shall then be brushed with a fine-hair brush with longitudinal strokes.
The edges of the gutter and top of the curb shall be rounded with an
edging
tool to a radius of 1/2 inch. Immediately after removing the front curb
form, the face of the curb shall be rubbed with a wood or concrete rubbing
block and water until blemishes, form marks, and tool marks have been
removed. The front curb surface, while still wet, shall be
brushed in the same manner as the gutter and curb top.
The top surface of
gutter and entrance shall be finished to grade with a wood float. Use of a
water mister is allowed to help with finshing the texture of the concrete.
3.4.3
Joint Finishing
Curb edges at formed joints shall be finished as indicated.
3.4.4
Surface and Thickness Tolerances
Finished surfaces shall not vary more than 1/4 inch from the testing edge
of a 10-foot straightedge. Permissible deficiency in section thickness
will be up to 1/4 inch.
3.5
Joints For Sidewalk and Erosion Retards
3.5.1
Sidewalk Joints
Sidewalk joints shall be constructed to divide the surface into
rectangular
areas.
Transverse contraction joints shall be spaced at a distance equal
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to the sidewalk width or 5 feet on centers, whichever is less, and shall
be
continuous across the slab. Longitudinal contraction joints shall be
constructed along the centerline of all sidewalks 10 feet or more in width.
Transverse expansion joints shall be installed at sidewalk returns and
opposite expansion joints in adjoining curbs. Where the sidewalk is not in
contact with the curb, transverse expansion joints shall be installed as
indicated. Expansion joints shall be formed about structures and features
which project through or into the sidewalk pavement, using joint filler of
the type, thickness, and width indicated.
3.5.2
Erosion Retard Joints
Erosion retard joints shall be constructed to divide the surface into
rectangular areas. Transverse contraction joints shall be spaced at 20
feet on centers. Transverse expansion joints shall be installed at 100
feet on centers and about structures and features which project through or
into the erosion retard pavement, using filler of the type, thickness, and
width indicated.
3.5.3
Contraction Joints for Sidewalks and Erosion Retards
The contraction joints shall be formed in the fresh concrete by cutting a
groove in the top portion of the slab to a depth of at least one-fourth of
the sidewalk slab thickness, using a jointer to cut the groove, or by
sawing a groove in the hardened concrete with a power-driven saw, unless
otherwise approved.
Sawed joints shall be constructed by sawing a groove
in the concrete with a 1/8-inch blade to the depth indicated. An ample
supply of saw blades shall be available on the job before concrete
placement
is started, and at least one standby sawing unit in good
working order shall
be available at the jobsite at all times during the
sawing operations.
3.5.4
Expansion Joints for Sidewalks and Erosion Retards
Expansion joints shall be formed with 3/8 inch joint filler strips. Joint
filler shall be placed with top edge 1/4 inch below the surface and shall
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be held in place with steel pins or other devices to prevent warping of
the filler during floating and finishing. Immediately after finishing
operations are completed, joint edges shall be rounded with an edging tool
having a radius of 1/8 inch, and concrete over the joint filler shall be
removed. At the end of the curing period, expansion joints shall be
carefully cleaned and filled with joint sealer. The joint opening shall be
thoroughly cleaned before the sealing material is placed. Sealing shall
be done so that the material will not be spilled on exposed surfaces of
the concrete. Concrete at the joint shall be surface dry and atmospheric
and concrete temperatures shall be above 50 degrees F at the time of
application of joint sealing material. Excess material on exposed
surfaces of the concrete shall be removed immediately and concrete
surfaces cleaned.
3.5.3
Reinforcement Steel Placement
Reinforcement steel shall be accurately and securely fastened in place
with
suitable supports and ties before the concrete is placed.
3.6
CURB AND GUTTER JOINTS
Curb and gutter joints shall be constructed at right angles to the line of
curb and gutter.
3.6.1
Contraction Joints
Contraction joints shall be constructed directly opposite contraction
joints in abutting portland cement concrete pavements and spaced so that
monolithic sections between curb returns will not be less than 5 feet nor
greater than 15 feet in length. Contraction joints shall be constructed
by means of 1/8-inch thick separators and of a section conforming to the
cross section of the curb and gutter. Separators shall be removed as soon
as practicable after concrete has set sufficiently to preserve the width
and shape of the joint and prior to finishing.
3.6.2
Expansion Joints
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Expansion joints shall be formed by means of preformed expansion joint
filler material cut and shaped to the cross section of curb and gutter.
Expansion joints shall be provided in curb and gutter directly opposite
expansion joints of abutting portland cement concrete pavement, and shall
be of the same type and thickness as joints in the pavement. Where curb
and gutter do not abut portland cement concrete pavement, expansion joints
at least 3/8 inch in width shall be provided at intervals not exceeding 50
feet. Expansion joints shall be provided in nonreinforced concrete gutter
at locations indicated. Expansion joint shall be sealed immediately
following curing of the concrete or as soon thereafter as weather
conditions permit. [Joints shall be sealed as specified in Section 02580
JOINT SEALING IN CONCRETE PAVEMENTS FOR ROADS AND AIRFIELDS.]
Expansion joints and the top 1-inch depth of curb and gutter
contraction joints shall be sealed with joint sealer. The joint opening
shall be thoroughly cleaned before the sealing material is placed. Sealing
shall be done so that the material will not be spilled on exposed surfaces
of the concrete. Concrete at the joint shall be surface dry and
atmospheric and concrete temperatures shall be above 50 degrees F at the
time of application of joint sealing material. Excess material on exposed
surfaces of the concrete shall be removed immediately and concrete surfaces
cleaned.
3.7
CURING AND PROTECTION
3.7.1
Concrete shall be protected against loss of moisture and rapid temperature
changes for at least 7 days from the beginning of the curing operation.
Unhardened concrete shall be protected from rain and flowing water.
All
equipment needed for adequate curing and protection of the concrete shall
be on hand and ready for use before actual concrete placement begins.
Protection shall be provided as necessary to prevent cracking of the
pavement due to temperature changes during the curing period.
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3.7.1.1
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Mat Method
The entire exposed surface shall be covered with two or more layers of
burlap.
Mats shall overlap each other at least 6 inches.
The mat shall be thoroughly wetted with water prior to placing on concrete
surface and shall be kept continuously in a saturated condition and in
intimate contact with concrete for not less than 7 days.
3.7.1.2
Impervious Sheeting Method
The entire exposed surface shall be wetted with a fine spray of water and
then covered with impervious sheeting material. Sheets shall be laid
directly on the concrete surface with the light-colored side up and
overlapped 300 mm (12 inches) when a continuous sheet is not used. The
curing medium shall not be less than 450 mm (18-inches) wider than the
concrete surface to be cured, and shall be securely weighted down by heavy
wood planks, or a bank of moist earth placed along edges and laps in the
sheets. Sheets shall be satisfactorily repaired or replaced if torn or
otherwise damaged during curing. The curing medium shall remain on the
concrete surface to be cured for not less than 7 days.
3.7.1.3
Membrane Curing Method
A uniform coating of white-pigmented membrane-curing compound shall be
applied to the entire exposed surface of the concrete as soon after
finishing as the free water has disappeared from the finished surface.
Formed surfaces shall be coated immediately after the forms are removed
and
in no case longer than 1 hour after the removal of forms.
Concrete shall
not be allowed to dry before the application of the membrane.
If any
drying has occurred, the surface of the concrete shall be moistened with a
fine spray of water and the curing compound applied as soon as the free
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Curing compound shall be applied in two coats by
hand operated pressure sprayers at a coverage of approximately 200 square
feet per gallon for both coats. The second coat shall be applied in a
direction approximately at right angles to the direction of application of
the first coat. The compound shall form a uniform, continuous, coherent
film that will not check, crack, or peel and shall be free from pinholes or
other imperfections. If pinholes, abrasion, or other discontinuities
exist, an additional coat shall be applied to the affected areas within 30
minutes. Concrete surfaces that are subjected to heavy rainfall within 3
hours after the curing compound has been applied shall be resprayed by the
method and at the coverage specified above. Areas where the curing
compound is damaged by subsequent construction operations within the curing
period shall be resprayed. Necessary precautions shall be taken to insure
that the concrete is properly cured at sawed joints, and that no curing
compound enters the joints. The top of the joint opening and the joint
groove at exposed edges shall be tightly sealed before the concrete in the
region of the joint is resprayed with curing compound. The method used for
sealing the joint groove shall prevent loss of moisture from the joint
during the entire specified curing period. Approved standby facilities for
curing concrete pavement shall be provided at a location accessible to the
jobsite for use in the event of mechanical failure of the spraying
equipment or other conditions that might prevent correct application of the
membrane curing compound at the proper time. Concrete surfaces to which
membrane curing compounds have been applied shall be adequately protected
during the entire curing period from pedestrian and vehicular traffic,
except as required for joint-sawing operations and surface tests, and from
any other possible damage to the continuity of the membrane.
3.7.2
Backfilling
After curing, debris shall be removed and the area adjoining the concrete
shall be backfilled, graded, and compacted to conform to the surrounding
area in accordance with lines and grades indicated.
3.7.3
Protection
Completed concrete shall be protected from damage until accepted.
The
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Contractor shall repair damaged concrete and clean concrete discolored
during construction.
Concrete that is damaged shall be removed and
reconstructed for the entire length between regularly scheduled joints.
Refinishing the damaged portion will not be acceptable.
Removed damaged
portions shall be disposed of as directed.
3.7.4
Protective Coating
NOT USED
3.8
3.8.1
The Contractor shall perform the inspection and tests described and meet
the specified requirements for inspection details and frequency of
testing.
Based upon the results of these inspections and tests, the
Contractor shall
take the action and submit reports as required below, and any additional
tests to insure that the requirements of these specifications are met.
Testing shall be performed at the beginning of a concrete placement
operation and the frequency of tests shall comply with this specification.
3.8.2
Concrete Testing
3.8.2.1
Mix Design submitted for approval.
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Strength Testing
The Contractor shall provide molded concrete specimens for strength tests.
Samples of concrete placed each day shall be taken not less than once a
day
nor less than once for every 30 cubic yards of concrete. The samples for
strength tests shall be taken in accordance with ASTM C 172. Cylinders for
acceptance shall be molded in conformance with ASTM C 31 by an approved
testing laboratory. Each strength test result shall be the average of two
test cylinders from the same concrete sample tested at 28 days, unless
otherwise specified or approved. Concrete specified on the basis of
compressive strength will be considered satisfactory if the averages of all
sets of three consecutive strength test results equal or exceed the
specified strength, and no individual strength test result falls below the
specified strength by more than 500 psi.
3.8.2.3
Air Content
Air content shall be determined in accordance with ASTM C 173 or ASTM
C 231.
ASTM C 231 shall be used with concretes and mortars made with
relatively dense natural aggregates.
every
One air test shall be taken for
30 cubic yards, or fraction of, in conjunction with the slump test.
3.8.2.4
Slump Test
Slump shall be determined in accordance with ASTM 143. One slump test
shall be taken for every 30 cubic yards, or fraction of, in conjunction
with the air test.
3.8.3
Thickness Evaluation
The anticipated thickness of the concrete shall be determined prior to
placement by passing a template through the formed section or by measuring
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the depth of opening of the extrusion template of the curb forming
machine.
If a slip form paver is used for sidewalk placement, the subgrade
shall be
true to grade prior to concrete placement and the thickness will be
determined by measuring each edge of the completed slab.
3.8.4
Surface Evaluation
The finished surface of each category of the completed work shall be
uniform in color and free of blemishes and form or tool marks.
3.9
SURFACE DEFICIENCIES AND CORRECTIONS
3.9.1
Thickness Deficiency
When measurements indicate that the completed concrete section is
deficient
in thickness by more than 1/4 inch the deficient section will
be removed, between regularly scheduled joints, and replaced.
3.9.2
High Areas
In areas not meeting surface smoothness and plan grade requirements, high
areas shall be reduced either by rubbing the freshly finished concrete
with
carborundum brick and water when the concrete is less than 36 hours old or
by grinding the hardened concrete with an approved surface grinding
machine
after the concrete is 36 hours old or more.
grinding
The area corrected by
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the surface of the hardened concrete shall not exceed 5 percent of the
area
of any integral slab, and the depth of grinding shall not exceed 1/4 inch.
All pavement areas requiring grade or surface smoothness corrections in
excess of the limits specified above shall be removed and replaced.
3.9.3
Appearance
Exposed surfaces of the finished work will be inspected by the Government
and any deficiencies in appearance will be identified. Areas which
exhibit excessive cracking, discoloration, form marks, or tool marks or
which are otherwise inconsistent with the overall appearances of the
work shall be
removed and replaced.
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SECTION 02515
CONCRETE PAVEMENT FOR ROADS,
STREETS, AND OPEN STORAGE AREAS
PART 1
1.1
GENERAL
APPLICABLE PUBLICATIONS
designation only.
1.2
REFERNECES
Department of the Army, Corps of Engineers, Handbook for Concrete and Cement:
CRD C 55 83
Concrete Uniformity
CRD C 95 78
Concrete Plant Standards
CRD C 100 75
Sampling Concrete Aggregate and Aggregate
Sources, and Selection of Material for
Testing
CRD C 104 80
Calculation of the Fineness Modulus of
Aggregate
CRD C ll2 69
Surface Moisture in Aggregate by Water
Displacement
CRD C ll9 53
Flat and Elongated Particles in Coarse
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(Rev Jun 1963)
Aggregate
CRD C l43 62
Meters for Automatic Indication of Moisture
in Fine Aggregate
CRD C 300 77
Membrane Forming Compounds for Curing
Concrete
CRD C 400 63
Water for Use in Mixing or Curing Concrete
CRD C 572 74
Polyvinylchloride Waterstop
U. S. Department of Commerce, National Bureau of Standards (NBS) Handbook:
44
Specifications, Tolerances, and Other
Technical Requirements for Weighing and
Devices (1986)
American Society for Testing and Materials (ASTM) Publications:
A 120 84
Pipe, Steel, Black and Hot Dipped Zinc
Coated (Galvanized) Welded and Seamless,
for Ordinary Uses
A l84 96
Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement
A l85 97
Steel Welded Wire Fabric, Plain
A 497 97
Welded Deformed Steel Wire Fabric for
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A 6l5 96a
Deformed and Plain Billet Steel Bars for
A 6l6 96a
Rail Steel Deformed and Plain Bars for
A 617 96a
Axle Steel Deformed and Plain Bars for
C 29 97
Unit Weight and Voids in Aggregate
C 3l 98
Making and Curing Concrete Test Specimens in
the Field
C 33 99a
Concrete Aggregates
C 70 79
Surface Moisture in Fine Aggregate
(R 1985)
C 78 94
Flexural Strength of Concrete (Using Simple
Beam with Third Point Loading)
C 94 99el
Ready Mixed Concrete
C 117 95
Materials Finer Than 75 um (No. 200) Sieve
in Mineral Aggregates by Washing
C l23 98
Lightweight Pieces in Aggregate
C l36 96a
Sieve Analysis of Fine and Coarse Aggregates
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C l42 78
Clay Lumps and Friable Particles in (R 1997)
Aggregates
C l43 98
Slump of Portland Cement Concrete
C l50 99a
Portland Cement
C l7l 97a
Sheet Materials for Curing Concrete
C 172 99
Sampling Freshly Mixed Concrete
C l73 78
Air Content of Freshly Mixed Concrete by the
Volumetric Method
C l74 97
Measuring Length of Drilled Concrete Cores
C 23l 97el
Air Content of Freshly Mixed Concrete by the
Pressure Method
C 260 98
Air Entraining Admixtures for Concrete
C 295 98
Petrographic Examination of Aggregates for
Concrete
C 494 99
Chemical Admixtures for Concrete
C 566 84
Total Moisture Content of Aggregate by
Drying
C 595 97
Blended Hydraulic Cements
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PART 2
2.1
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C 618 99
Fly Ash and Raw or Calcined Natural Pozzolan
for Use as a Mineral Admixture in
Portland Cement Concrete
C 851 76
Scratch Hardness of Coarse Aggregate
Particles
C 881 99
Epoxy Resin Base Bonding Systems for(R 1983)
Concrete
D 98 87
Calcium Chloride
D l75l 83
Preformed Expansion Joint Filler for
Concrete Paving and Structural
Construction (Nonextruding and Resilient
Bituminous Types)
D l752 84
Preformed Sponge Rubber and Cork Expansion
Joint Fillers for Concrete Paving and
Structural Construction
D 2628 81
Preformed Polychloroprene Elastomeric Joint
Seals for Concrete Pavements
D 2828 7l
Nonbituminous Inserts for Contraction(R
l981)Joints in Portland Cement Concrete
Airfield Pavements, Sawable Type
MATERIAL ACCEPTANCE TESTING
Preconstruction Sampling and Testing of Aggregate
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Tests for evaluation of aggregates and proportioning of concrete mixtures
shall be made by an approved commercial testing laboratory at no expense to
the Government. Test methods used for determining suitability of aggregate
shall be as specified herein.
Material
2.2
Test Methods
Course Aggregate
Sieve Analysis, Specific Gravity
Absorption Sulfate Soundness
and Abrasive Resistance.
Fine Aggregate
Sieve Analysis, Specific
Gravity, Absorption Sulfate
Soundness and Organic
Impurities.
Material Certification and Testing:
2.2.1
Aggregates
During construction, aggregates will be sampled for acceptance testing before
delivery to the mixer to determine compliance with specification provisions.
2.2.2
Cement/Pozzolan/Admixtures/Curing Compound/Epoxy Resin Material
Before the material is used, the Contractor shall submit certified copies of
test results showing that the specific lots or batches, from which the
material will be furnished to this project, conforms to the requirements of
these specifications.
2.3
Construction Testing
An approved commercial testing laboratory will sample and test aggregates and
concrete to determine compliance with the specifications. The testing
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laboratory shall procure the representative test samples. Samples of
aggregates will be obtained at the point of batching. Concrete will be
sampled in accordance with ASTM C 172. Slump and air content will be
determined in accordance with ASTM C 143 and ASTM C 231, respectively. Test
specimens for strength determinations will be cured as described in ASTM C
31, and flexural strength determinations will be made by the third point
loading method presented in ASTM C 78.
PART 3
3.1
EVALUATION AND ACCEPTANCE
Road and Street Requirements
Road and street pavements shall be smooth and true to grade and cross
section. When tested with a 10 foot straightedge on lines 5 feet apart
parallel with the center line of the pavement, the surface shall not vary
more than 1/8 inch from the testing edge of the straightedge.
3.2
Requirements for Other Vehicular Pavements
Parking area, motor pool and motor storage area, repair yard and open storage
area pavements shall be smooth and true to grade and cross section. When
tested with a 10 foot straightedge on lines 5 feet apart parallel with, and
at right angles to, the center line of the paved area, the surface shall not
vary more than 1/4 inch from the testing edge of the straightedge.
3.3
Surface Tests and Corrections
As soon as the concrete has hardened enough to permit walking thereon, but
not later than 24 hours after the concrete has been placed, the surface of
the pavement shall be tested with an approved straightedge or other approved
device that will reveal all surface irregularities varying from the testing
edge exceeding tolerances specified above for road, street, and open storage
concrete pavements. The testing shall be performed by the Contractor at no
expense to the Government. High spots indicated by the testing edge in
excess of applicable tolerances shall be marked plainly and removed or
reduced by rubbing with a carborundum brick and water. Rubbing shall be
discontinued as soon as contact with the coarse aggregate is made. If high
spots cannot be removed in the above manner because of disturbing the coarse
aggregate, the high portion of the pavement shall be corrected by an approved
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surface grinding machine after the concrete is 14 days old, or the pavement
shall be removed and replaced. No area of pavement that was removed and
replaced and no adjacent slab or portion of a slab that remains in the
pavement abutting the replacement slab shall have a length or width less than
10 feet.
3.4
Thickness Tolerances
Pavements shall be of the thicknesses indicated on the plans. Deficiencies
in the thickness shall be treated as described below. Permissible deficiency
in pavement thickness will be up to but not including 1/4 inch of the
specified thickness.
PART 4
4.1
APPROVAL OF PLANT, EQUIPMENT, AND CONSTRUCTION METHODS
Plant and Equipment
The Contracting Officer shall be given access at all times to all parts of
the plant and equipment for checking adequacy of the equipment in use;
operation of the plant, verifying weights, proportions, temperature, mixing
time, and character of the materials.
4.1.1
Batch Plant
Details and data on the concrete plant shall be submitted for review.
4.1.2
Mixers
The make, type, capacity, and number of the concrete mixers proposed for use
shall be submitted for review.
4.2
Construction Methods:
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Hauling Equipment
A description of the equipment proposed for transporting concrete from the
central mixing plant to the placing equipment shall be submitted for review.
4.2.2
Placing Equipment
A description of the equipment proposed for placing concrete and the method
of placing shall be submitted for review. o be obtained at least 60 days in
advance of the time concrete placing is expected to begin. A manufacturer's
certificate shall be furnished by the Contractor certifying that the
impervious sheet curing materials, if used, comply with the requirements of
ASTM C 171.
4.2.3
Cold Weather Requirements
When concrete is to be placed under or exposed to cold weather conditions, a
description of the materials and methods proposed for protection of the
concrete shall be furnished
4.2.4
Finishing Equipment
A description of the equipment proposed for surface texturing and the method
of surface texturing shall be submitted for review.
4.2.5
Curing
The curing media and methods to be used shall be submitted in writing for
approval. The Contractor shall notify the Contracting Officer of the source
from which the curing compound is t to the Contracting Officer for approval.
4.2.6
Hot Weather Requirements
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When concrete is to be placed under or exposed to hot weather conditions, a
description of the methods proposed for cooling aggregate and water and the
methods used to prevent evaporation in excess of 0.2 psf per hour from the
placed concrete shall be submitted to the Contracting Officer for approval.
PART 5
5.1
MATERIAL DELIVERY, STORAGE, AND HANDLING:
Cementitious Materials
5.1.1
Transportation
When bulk cement or pozzolan is not unloaded from primary carriers directly
into weathertight hoppers at the batching plant, transportation from the
railhead, mill, or intermediate storage to the batching plant shall be
accomplished in adequately designed weathertight trucks, conveyors, or other
means that will protect the cement or pozzolan completely from exposure to
moisture.
5.1.2
Storage
Immediately upon receipt at the site of the work, cementitious materials
shall be stored in a dry, weathertight, and properly ventilated structure.
All storage facilities shall be subject to approval and shall be such as to
permit easy access for inspection and identification. Sufficient
cementitious materials shall be in storage to sustain continuous operation of
the concrete mixing plant while pavement is being placed. To prevent cement
from becoming unduly aged after delivery, the Contractor shall use any cement
that has been stored at the site for 60 days or more before using cement of
lesser age.
5.1.3
Separation of Materials
Separate facilities shall be provided for unloading, transporting, storage,
and handling each type of cementitious material.
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Aggregates
5.2.1
Storage
Aggregate shall be stored at the site of the batching plant in a manner to
avoid breakage, segregation, or contamination by foreign materials. Each
size of aggregate from each source shall be stored separately in free
draining stockpiles. Fine aggregate and the smaller size of coarse
aggregate shall remain in free draining storage for at least 48 hours
immediately prior to use. Sufficient aggregate shall be maintained at the
site at all times to permit continuous uninterrupted operation of the mixing
plant while concrete is being placed.
5.2.2
Handling
Aggregate shall be handled in a manner to prevent segregation.
for stockpiling or moving aggregate shall be kept clean.
PART 6
6.1
Vehicles used
MEASUREMENTS
Concrete
The quantity of concrete to be paid for will be the number of cubic yards
placed in the completed and accepted pavements. Concrete delivery tickets
shall be submitted indicating paving concrete. Concrete will be measured in
place in the completed and accepted pavements in accordance with the
dimensions shown in the plan and cross section. No deductions will be made
for rounded or beveled edges or the space occupied by pavement reinforcement,
dowel bars, tie bars, or electrical conduits, nor for any void, drainage, or
other structure extending into or through the pavement slab, measuring 3
cubic feet or less in volume. No other allowance for concrete will be made
unless placed in specified locations in accordance with written instructions
previously issued by the Contracting Officer.
6.2
Steel Reinforcement
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Fabricated steel bar or rod mats or welded steel wire fabric for
reinforcement will be measured by the pound. Reinforcement steel delivery
tickets shall be submitted. No additional payment will be made for steel
reinforcement used in lapping sections of reinforcement that exceed the
length of the lap shown.
6.3
Dowels and Tie Bars
The quantity of dowels and tie bars used in the work will not be measured for
payment but will be considered as a subsidiary obligation of the Contractor,
covered under the price per cubic yard for concrete.
6.4
Expansion Joint Material, Concrete Curing Material
Expansion Joint Material, and Concrete Curing Material will not be measured
for payment but will be considered as a subsidiary obligation of the
Contractor, covered under the price per cubic yard for concrete.
6.5
Joint Sealer
For measurement see specification 02580 Joint Sealing in New Concrete
Pavement
PART 7
7.1
PAYMENTS
Concrete
The quantity of concrete measured as specified above will be paid for at the
contract unit price when placed in completed and accepted pavements. Payment
shall be made at the contract price for cubic yard for the scheduled item.
The unit price for concrete shall include the cost of all labor and materials
and the use of all equipment and tools required to complete the concrete
work, except steel reinforcements that are specified for separate payments.
7.2
Steel Reinforcement
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The quantity of welded steel wire fabric or fabricated steel bar or rod mats
measured as specified above will be paid for at the contract unit price,
which includes all costs of furnishing and placing in the concrete pavements.
7.3
Joint Sealer
For payment see specification 02580 Joint Sealing in New Concrete Pavement.
PART 8
8.1
MATERIALS
Portland Cement
Type I, Type II and Type III portland cements shall
conform to all the requirements of ASTM C150 with the following
modifications:
The specific surface area of Types I and II shall not exceed 2000 square
centimeters per gram. With each shipment, the Contractor shall furnish the
Contracting Officer a statement as to the specific surface area of the
cement, expressed in square centimeters per gram.
When the cement is to be used in concrete with potentially reactive
aggregates, one of the following shall be adhered to: the cement shall have
an alkali content Na2O + 0.658 K2O of 0.60 percent or less; the cement shall
be Type IP; or the cement may have an alkali content in excess of 0.6 percent
provided 25 to 35 percent, by absolute volume, of the cement is replaced with
fly ash and has an available alkali content of 1.5 percent or less.
8.2
Blended Cement
Type IP portland pozzolan cement shall conform to all the requirements of
ASTM C595, with the following modifications:
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8.2.1 Portland pozzolan cement shall be a uniform blend of portland cement
and pozzolan produced by intergrinding portland cement clinker and pozzolan,
in which the pozzolan constituent is between 20 and 35 percent absolute
volume percent of the port pozzolan cement. Portland blast furnace slag
cement shall not be used.
8.2.2
8.3
The pozzolan shall conform to ASTM C 618-85.
Admixtures
8.3.1
Air Entraining Admixtures
The air entraining admixture shall conform to ASTM C 260 and shall
consistently entrain the air content in the specified ranges under field
conditions. The air entraining admixture shall be in a solution of suitable
viscosity for field use.
8.3.2
Accelerator
Calcium chloride shall meet the requirements of ASTM D 98. When approved or
directed, the Contractor shall use not more than 1 percent of calcium
chloride, by weight, of the cement. It shall be measured accurately and
shall be added to the batch in solution in a portion of the mixing water.
The use of calcium chloride in concrete shall in no way relieve the
Contractor of responsibility for compliance with the requirements of these
specifications governing protection and curing of concrete.
8.3.3
Retarder
A retarding admixture shall meet the requirements of ASTM C 494, Type B,
except that the 6 month and 1 year compressive strength tests are waived.
The use of the admixture is at the option of the Contractor.
8.3.4
Water Reducer
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A water reducing admixture shall meet the requirements of ASTM C 494, Type A
or D except that the 6 month and 1 year compressive strength tests are
waived. The admixture may be added to the concrete mixture only when its use
is approved or directed.
8.4
Curing Materials
8.4.1
Impervious sheet materials shall conform to ASTM C 171, type
optiona1, except polyethylene film, if used, shall be white opaque.
8.4.2
Membrane forming curing compounds shall be white pigmented compounds
conforming to CRD C 300.
8.5
Dowels
Dowels shall be fabricated or cut to length at the shop or mill before
delivery to the site. Dowels shall be free of loose flaky rust and loose
scale and shall be clean and straight. Dowels may be sheared to length
provided that the deformation from true shape caused by shearing does not
exceed 0.04 inch on the diameter of the dowel and does not extend more than
0.04 inch from the end of the dowel. Dowels shall be plain steel bars
conforming to ASTM A 615, grade 40 or 60; ASTM A 616, grade 50 or 60; or ASTM
A 617, grade 40 or 60; or shall be steel pipe conforming to ASTM A 120, extra
strong, as indicated. Split dowels shall be of the threaded type, of
approved design. The external and internal threaded portion of the split
dowels shall conform to the thread designation given in the tabulation below.
When 3 piece split dowels are furnished, the minimum coupling length shall be
as indicated below:
Dowel Diameter
Inches
3/4
Minimum Coupling
Length, Inches
Thread Designation
7/8
9
UNC
2A RH
2
1
1 1/8
7
UNC
2A RH
2 1/2
1 1/4
1 3/8
6
UNC
2A RH
3
1 1/2
1 3/4
5
UNC
2A RH
3 3/4
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2
2 1/4
4 1/2
UNC
2A RH
4 3/4
3
3 1/4
4
UNC
2A RH
6 3/4
The minimum length of each external threaded portion of the split dowels
shall not be less than the nominal diameter of the dowel. Split dowels when
assembled in place shall be straight, with length as specified, and shall
have all external threads enclosed. End faces of couplings and of female
portions of split dowels shall be squared to assure proper alignment of the
dowel during installation.
8.6
Joint Filler
8.6.1
Expansion Joints
Filler shall be preformed materials conforming to ASTM D 1751 or ASTM D 1752.
8.6.2
Contraction Joints
Sawable type contraction joint inserts shall conform to ASTM D 2828.
Nonsawable contraction joint inserts shall have sufficient stiffness to
permit placement in plastic concrete without undue deviation from a straight
line and shall conform to the physical requirements of ASTM D 2828, with the
exception of Section 3.4, "Resistance to Sawing." Polyvinylchloride inserts
shall conform to CRD C 572.
8.7
Reinforcement
All reinforcement shall be free from loose flaky rust, loose scale, oil,
grease, mud, or other coatings that might reduce the bond with concrete.
Removal of thin powdery rust and tight rust is not required. However,
reinforcing steel which is rusted to the extent that it does not conform to
the required dimensions or mechanical properties shall not be used.
8.7.3
Bar Mats
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Bar mats shall conform to ASTM A 184.
or axle steel.
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The bar members shall be billet, rail,
Wire Fabric
Welded steel wire fabric shall conform to ASTM A 185.
8.7.3
Deformed Wire Fabric
Welded deformed stee1 wire fabric shall conform to ASTM A 497.
8.8
Tie Bars
Tie bars shall be deformed steel bars conforming to ASTM A 615, A 616, or A
617, and of the sizes and dimensions indicated. Deformed rail steel bars and
high strength billet or axle steel bars, grade 60 or higher, shall not be
used for bars that are bent and straightened during construction.
8.9
Epoxy Resin
All epoxy resin materials shall be two component materials conforming to the
requirements of ASTM C 881, class as appropriate for each application
temperature to be encountered, except that in addition, the materials shall
meet the following requirements:
8.9.1
All materials shall have a 24 hour absorption not greater than 1
percent.
8.9.2
The materials for bonding freshly mixed portland cement concrete or
mortar or freshly mixed epoxy resin concrete or mortar to hardened concrete
shall be Type II materials, grade as approved.
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8.9.3
The materials for use as patching materials for complete filling of
spalls, wide cracks, and other voids; for use for embedding dowels and anchor
bolts; and for use as a binder in preparing epoxy resin mortars and concretes
shall be Type III materials and shall in addition meet these requirements:
(a) the bond strength at 14 days (moist cure) shall be at least 1000 psi, and
(b) the volatile content, cured system, shall not exceed 3 percent. Grade
shall be as approved except that Grade 3 shall be used for embedding dowels
in hardened concrete.
8.10
Water
Water for washing aggregates and for mixing and curing concrete shall be
fresh and free from injurious amounts of oil, acid, salt, alkali, organic
matter, or other deleterious substances and shall comply with CRD C 400.
8.11
Coarse Aggregate
8.11.1
Composition
Coarse aggregate shall consist of crushed or uncrushed gravel, crushed stone,
crushed adequately seasoned blast furnace slag, or a combination thereof.
8.11.2
Quality
Aggregates as delivered to the mixers shall consist of clean, hard, uncoated
particles meeting the requirements of ASTM C 33. Dust and other
8.11.3
Particle Shape
Particles of the coarse aggregate shall be generally spherical or cubical in
shape. The quantity of flat and elongated particles in any size group shall
not exceed 20 percent by weight as determined by CRD C 119. A flat particle
is defined as one having a ratio of width to thickness greater than 3; an
elongated particle is one having a ratio of length to width greater than 3.
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Size and Grading
When the nominal maximum size is greater than 1 inch, the aggregates shall be
furnished in two size groups as follows:
Maximum
Nominal Size
Inches
Size Group
1 1/2
No. 4 to 3/4 inch 3/4 inch to 1 1/2
inches
2
No. 4 to 1 inch
1 inch to 2 inches
The grading of the coarse aggregate within the separated size groups shall
conform to the requirements of ASTM C 33, Sizes 67, 57, 4 and 3 as delivered
to the mixer.
8.11.5
Deleterious Substances
The amount of deleterious substances in each size group of coarse aggregate
shall not exceed the limits shown below, determined in accordance with ASTM C
117, ASTM C 123, ASTM C 142, ASTM C 295, and ASTM C 851, applicable only to
material coarser than 3/8 inch.
LIMITS OF DELETERIOUS SUB
(Percentage by Weight)
STANCES IN COARSE AGGREGATE FOR AIRFIELD PAVEMENTS
Areas
Areas
Areas
Areas
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with
with
with
with
Major
Major
Minor
Minor
Popouts
Popouts
Popouts
Popouts
Severe
Moderate
Severe
Moderate
Materials
Weather
Weather
Weather
Weather
Clay lumps
0.2
0.2
2.0
2.0
Shale(1)
0.1
0.2
1.0
1.0
Material finer than No. 200 sieve(2)
0.5
0.5
1.0
1.0
Lightweight particles(3)
0.2
0.2
0.5
0.5
Clay ironstone(4)
0.1
0.5
1.0
1.0
2.40 specific gravity SSD)(5)
0.1
0.5
1.0
5.0
Claystone, mudstone, and siltstone(6)
0.1
0.1
1.0
1.0
Shaly and argillaceous limestone(7)
0.2
0.2
1.0
1.0
Other soft particles
1.0
1.0
1.0
2.0
1.0
2.0
3.0
5.0
Chert and cherty stone (less than
Total of all deleterious substances
exclusive of material finer than
No. 200 sieve
8.11.5.1
Shale is defined as a fine grained thinly laminated or fissile
sedimentary rock. It is commonly composed of clay or silt or both. It has
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been indurated by compaction or by cementation, but not so much as to have
become slate.
8.11.5.2
Limit for material finer than No. 200 sieve will be increased to
1.5 percent for crushed aggregates if the fine material consists of crusher
dust that is essentially free from clay or shale.
8.11.5.3
The separation medium shall have a specific gravity of 2.0.
This limit does not apply to coarse aggregate manufactured from blast furnace
slag unless contamination is evident.
8.11.5.4
Clay ironstone is defined as an impure variety of iron
carbonate, iron oxide, hydrous iron oxide, or combinations thereof, commonly
mixed with clay, silt, or sand. It commonly occurs as dull, earthy
particles, Homogeneous concretionary masses, or hard shell particles with
soft interiors. Other names commonly used for clay ironstone are "chocolate
bars" and limonite concretions.
8.11.5.5
Chert is defined as a rock composed of quartz, chalcedony or
opal, or any mixture of these forms of silica. It is variable in color. The
texture is so fine that the individual mineral grains are too small to be
distinguished by the unaided eye. Its hardness is such that it scratches
glass but is not scratched by a knife blade. It may contain impurities such
as clay, carbonates, iron oxides, and other minerals. Other names commonly
applied to varieties of chert are: flint, jasper, agate, onyx, hornstone,
porcellanite, novaculite, sard, carnelian, plasma, bloodstone, touchstone,
chrysoprase, heliotrope, and petrified wood. Cherty stone is defined as any
type of rock (generally limestone) that contains chert as lenses and nodules,
or irregular masses partially or completely replacing the original stone.
8.11.5.6
Claystone mudstone, or siltstone is defined as a massive fine
grained sedimentary rock that consists predominantly of clay or silt without
laminations or fissility. It may be indurated either by compaction or by
cementation.
8.11.5.7
Shaly limestone is defined as a limestone in which shale occurs
as one or more thin beds or laminae. These laminae may be regular or very
irregular and may be spaced from a few inches down to minute fractions of an
inch. Argillaceous limestone is defined as a limestone in which clay
minerals occur disseminated in the stone in the amount of 10 to 50 percent by
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weight of the rock; when these make up from 50 to 90 percent, the rock is
known as calcareous (or dolomitic) shale (or claystone, mudstone, or
siltstone).
LIMITS OF DELETERIOUS SUBSTANCES IN COARSE AGGREGATE FOR ROAD PAVEMENTS
(* Percentage by Weight)
Clay lumps and friable particles
2.0
Material finer than No. 200 sieve
1.0
Lightweight particles
1.0
Other soft particles
2.0
* The total of all deleterious substances shall not exceed 5.0 percent of the
weight of the aggregate. The percentage of material finer than No. 200 sieve
shall not be included in this total. The limit for material finer than No.
200 sieve will be increased to 1.5 percent for crushed aggregates consisting
of crusher dust that is essentially free from clay or shale. The separation
medium shall have a specific gravity of 2.0. This limit does not apply to
coarse aggregate manufactured from blast furnace slag unless contamination is
evident.
8.12
Fine Aggregate
8.12.1
Composition
Fine aggregate shall consist of natural sand, manufactured sand, or a
combination of the two, and shall be composed of clean, hard, durable
particles.
8.12.2
Particle Shape
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Particles of the fine aggregate shall be generally spherical or cubical in
shape.
8.12.3
Grading
Grading of the fine aggregate, as delivered to the mixer, shall conform to
the requirements of ASTM C 33. In addition, the fine aggregate, as delivered
to the mixer, shall have a fineness modulus of not less than 2.40 nor more
than 2.90. The grading of the fine aggregate also shall be controlled so
that the fineness moduli of at least nine of ten samples of the fine
aggregate, as delivered to the mixer, will not vary more than 0.15 from the
average fineness moduli of all samples previously taken. The fineness
modulus shall be determined by CRD C 104.
8.12.4
Deleterious Substances
The amount of deleterious substances in the fine aggregate shall not exceed
the following limits:
Material
Percentage by Weight
Clay lumps and friable particles
1.0
Material finer than No. 200 sieve
3.0
Lightweight particles
0.5
The total of all deleterious materials shall not exceed 3.0 percent of the
weight of the aggregate.
PART 9
MIXTURE PROPORTIONING
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Composition
Concrete shall be composed of cementitious material, water, fine and coarse
aggregates, and admixtures. The cementitious materials shall be portland
cement or portland pozzolan cement or portland cement in combination with
pozzolan. The admixture shall be an air entraining admixture or may be an
air entraining admixture plus either a retarding admixture, a water reducing
admixture, or an accelerator as approved or directed.
9.2
Control
The proportions of all material entering into the concrete will be furnished
by the Contractor. The proportions will be changed as necessary to maintain
the workability, strength, and standard of quality required for the concrete
covered by these specifications, and to meet the varying conditions
encountered during the construction. The Contracting Officer shall be
notified before any changes are made to the proportions of materials.
9.3
Cement Content
The cement content of the concrete will be that necessary to meet the
strength requirements specified. When a pozzolan is used, the absolute
volume of cementitious material will be the same as required for cement but
shall not exceed 25 percent of the solid volume of portland cement plus
pozzolan.
9.4
Aggregate Content
The amount of each type aggregate used in the concrete mixture shall be as
determined by the mixture proportioning studies.
9.5
Flexural Strength
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Proportioning requirements for concrete shall be designed for a flexural
strength of 600 psi at 28 day age when tested in accordance with ASTM C 78.
9.6
Air Content
The air content by volume based on measurements made immediately after
discharge from the mixer shall be 4.5 percent plus or minus 1 1/2 percent
when determined in accordance with ASTM C 231.
9.7
Slump
The concrete slump shall be between 3 and 5 inches when determined in
accordance with ASTM C 143.
PART 10
10.1
PRODUCTION OF CONCRETE
Location of Plant
The batching plant or central mixing plant may be located on or off the
Government premises as approved.
10.2
Capacity
Each concrete mixer shall have a capacity of not less than 5
cubic yards. Batching, mixing, and hauling equipment shall have a capacity
sufficient to maintain a forward movement of the paver of not less than 2.5
fpm.
10.3
Batching Plant
The batching plant shall conform to the requirements of CRD C 95 and as
specified; however, rating plates attached to batch plant equipment are not
required.
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Equipment
The batching controls shall be either semiautomatic or automatic.
Semiautomatic batching system shall be provided with interlocks. Separate
bins or compartments shall be provided for each size group of aggregate and
pozzolan and cement. If both cement and pozzolan are used, they may be
batched cumulatively provided portland cement is batched first. If measured
by weight, water shall not be weighed cumulatively with another ingredient.
Water batcher filling and discharging valves shall be so interlocked that the
discharge valve cannot be opened before the filling valve is fully closed.
An accurate mechanical device for measuring and dispensing each admixture
shall be provided. Each dispenser shall be interlocked with the batching
cycle and discharged automatically in a manner to obtain uniform distribution
throughout the batch in the specified mixing period. Where use of truck
mixers makes this requirement impracticable, the admixture dispensers shall
be interlocked with the sand batches. Admixtures will not be combined before
introduction in sand or water. The plant shall be arranged so as to
facilitate the inspection of all operations at all times. Suitable
facilities shall be provided for obtaining representative samples of
aggregates from each bin or compartment.
10.3.2
Scales
Adequate facilities shall be provided for the accurate measurement and
control of each of the materials entering each batch of concrete. The
weighing equipment shall conform to the applicable requirements of NBS
Handbook 44, except that the accuracy shall be within 0.2 percent of scale
capacity. The Contractor sha11 provide standard test weights and any other
auxiliary equipment required for checking the operating performance of each
scale or other measuring device. Each weighing unit shall include a visible
springless dial, which shall indicate the scale load at all stages of the
weighing operation or shall include a beam scale with a beam balance
indicator that will show the scale in balance at zero load and at any beam
setting. The indicator shall have an over and under travel equal to at least
5 percent of the capacity of the beam. The weighing equipment shall be
arranged so that the concrete plant operator can conveniently observe the
dials or indicators.
10.3.3
Batching Tolerances
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10.3.3.1
Weighing Tolerances - Whichever of the following tolerances is
greater shall apply, based on required scale reading.
Percentage of Required
Percentage of Scale
Weight
Capacity
Cement (and Pozzolan)
plus or minus 1
plus or minus 0.3
Aggregate
plus or minus 2
plus or minus 0.3
Water
plus or minus 1
plus or minus 0.3
Admixture
plus or minus 3
plus or minus 0.3
Materials
10.3.3.2
Volumetric Tolerances - For volumetric batching equipment, the
tolerances that shall apply to the required volume of material being batched
are (a) water
plus or minus 1 percent, and (b) admixtures
plus or minus 3
percent.
10.3.4
Moisture Control
The plant shall be capable of ready adjustment to compensate for the varying
moisture contents of the aggregates and to change the weights of the
materials being batched. An electric moisture meter complying with the
provisions of CRD C 143 shall be provided for measuring of moisture in the
fine aggregate. The sensing element shall be arranged so that measurement is
made near the batcher charging gate of the sand bin or in the sand batcher.
]
10.4
Concrete Mixers
10.4.1
General
The mixers shall not be charged in excess of the capacity recommended by the
manufacturer. The mixers shall be operated at the drum or mixing blade speed
designated on the manufacturer's data plate. The mixers shall be maintained
in satisfactory operating condition, and the mixer drums shall be kept free
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of hardened concrete. Should any mixer at any time produce unsatisfactory
results, its use shall be promptly discontinued until it is repaired.
10.4.2
Central Plant Mixers
Central plant mixers shall be tilting, nontilting, or vertical shaft type and
shall be provided with an acceptable device to lock the discharge mechanism
until the required mixing time has elapsed.
10.4.3
Mixing Time and Uniformity
For concrete plant mixers, in the absence of uniformity data, the mixing time
for each batch after all solid materials are in the mixer, provided that all
of the mixing water is introduced before one fourth of the mixing time has
elapsed, shall be 1 minute for mixers having a capacity of 1 cubic yard. For
mixers of greater capacity, this minimum time shall be increased 15 seconds
for each additional cubic yard or fraction thereof. These mixing times are
predicated on operation at a designated speed and proper introduction of
materials into the mixer. The mixing time may be reduced, if so approved, to
the minimum time required to meet all the uniformity requirements. Mixer
performance tests in accordance with CRD C 55 at the proposed reduced mixing
times shall be performed, and the mixer shall meet the following requirements
when tested in accordance with the CRD C 55 as required in the paragraph
CONTRACTOR QUALITY CONTROL:
Parameters Tested For:
Requirement, express as maximum
permissible range in results of Tests and Samples taken from three locations
in the concrete batch.
Weight per cubic foot of mortars
1.0
calculated to an air free
basis, lb per cubic ft
Air content, volume percent of
1.0
concrete
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Slump, inches
1.0
Coarse aggregate content, portion
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by weight of each sample retained
on No. 4 sieve, percent
Average compressive strength at 7
10.0
days for each sample based on
average strength of all test
specimens, percent
Water content, portion by weight
1.0
of each sample passing No. 4
sieve, percent
10.4.4
Truck Mixers
Each truck shall be permanently marked with the volume of mixed concrete and
the mixing and agitating speeds. Each truck shall be equipped with counters
to determine the number of revolutions at mixing and agitating speeds.
Concrete completely mixed in a truck mixer shall be mixed 70 to 100
revolutions at a designated mixing speed after all ingredients including
mixing water have been charged into the drum. Concrete first partially
intermingled in a concrete plant mixer (shrink mixed) a minimum time as
required to combine the ingredients shall then be completely mixed in a truck
mixer. The number of revolutions between 70 to 100 for truck mixed concrete
and the number of revolutions for shrink mixed concrete shall be determined
by uniformity tests as specified in requirements for mixer performance stated
in paragraph CONTRACTOR QUALITY CONTROL. If requirements for the uniformity
of concrete are not met with 100 revolutions of mixing after all ingredients
including water are in the drum, the mixer shall not be used until the
condition is corrected. Additional revolutions beyond the number determined
to produce the required uniformity shall be at a designated agitating speed.
Water shall not be added after the initial introduction of mixing water,
except when on arrival at the jobsite the slump is less than specified and
the water cement ratio is less than the approved mixture design permits.
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Additional water may be added to bring the slump within the specified range
provided the approved water cement ratio is not exceeded. Water shall be
injected into the mixer under pressure, and the drum or blades shall be
turned a minimum of 30 additional revolutions at mixing speed. Water shall
not be added to the batch at any later time.
PART 11
TRANSPORTING EQUIPMENT
Transportation of concrete mixed completely in a stationary mixer from the
mixer to the point of placement shall be by truck agitator, in a truck mixer
operating at agitator speed, or in nonagitating equipment. All transporting
equipment shall conform to ASTM C 94, except as modified herein. Vehicles
transporting concrete mixed partially or completely in stationary mixers and
truck mixers used for complete concrete mixing shall be capable of delivering
and discharging the concrete without segregation. Equipment shall be
provided that is capable of transferring the concrete from the transporting
vehicle and distributing the concrete without segregation into its final
position. The transfer and stabilized subgrade or base course is of
sufficient strength to support concrete transportation equipment without
rutting or deformation, concrete may be discharged in front of the paver. The
surface on which the pavement is being placed shall be maintained free from
foreign materials or concrete that has begun to harden.
PART 12
12.1
PLACING
General
Concrete may be placed between stationary forms, or may be constructed to the
desired cross section using slipform pavers. Concrete shall be deposited
between the forms or placed with the slipform paver within 45 minutes from
the time cement has been charged into the mixing drum. Concrete shall be
deposited as close as possible to its final position in the pavement cross
section. The placement of the concrete shall be continuous and at a uniform
rate without unscheduled stops except for equipment failure or other
emergencies. Workmen with foreign material on their footwear or construction
equipment that might deposit foreign material shall not be permitted to walk
or operate in the concrete during placement and finishing operations.
12.2
Slipform Method
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The slipform paver shall be self propelled, automatically controlled, crawler
mounted, and capable of spreading, consolidating, and shaping the plastic
concrete to the desired cross section in one pass. The paver shall be
capable of finishing the surface and edges so that a minimum amount of hand
finishing is required, and shall have sufficient weight and power to handle
the amount of concrete required for the full lane width as specified. The
mechanisms for forming the pavement shall be easily adjustable in width and
thickness. Horizontal alinement shall be referenced to a taut wire or string
line. Vertical alinement shall be referenced to a taut wire or string line,
to the surface of the underlying material, or to the surface of previously
constructed pavement. The vibrators or tamping elements shall be
automatically controlled so that they shall be stopped as forward motion
ceases. When the paver approaches a header at the end of a paving lane, a
sufficient amount of concrete shall be maintained ahead of the paver to allow
a roll of concrete to spill over the header. The amount of extra concrete
shall be sufficient to prevent the slurry that is formed and carried along
ahead of the paver from being deposited adjacent to the header. The spud
vibrators on the front of the paver should be brought as close to the header
as possible before they are lifted. Additional consolidation shall be
provided adjacent to the headers by hand manipulated vibrators. When the
slipform paver is operated between or adjacent to previously constructed
pavement, provisions shall be made to prevent damage to the previously
constructed pavement. Transversely oscillating screeds shall be
electronically controlled from the previously placed pavement to prevent the
screed from applying pressure to the existing pavement. When the paver
travels on existing pavement, provisions shall be made to prevent damage to
the existing pavement. Slipform pavers using transversely oscillating
screeds shall not be used to form fill in lanes that have widths less than a
full width for which the paver was designed.
12.3
Spreading
Spreading shall be by machine method, except when transporting equipment is
permitted on the underlying material, in which case the concrete may be
discharged directly in front of the paver. When placed directly in front of
the paver, the concrete shall be spread evenly across the full width of the
paving lane. Hand spreading will be permitted only where required for odd
widths or shapes of slabs. Hand spreading shall be done with shovels; rakes
shall not be used. Mechanical spreaders shall be designed and operated to
distribute the plastic concrete uniformly across the full width of the paving
lane. Machines that cause displacement of properly installed forms or ruts
or indentations in the prepared underlying material and machines that cause
frequent delays due to mechanical failures shall be replaced as directed.
When the spreader rides the edges of previously constructed lanes, provisions
shall be made to prevent damage to the previously constructed pavement.
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Where concrete is delivered to the form in truck mixers, suitable chutes may
be used, provided windows cover essentially the entire area within the form.
In no case is the dumping of concrete at one location and the running into
place with vibration permitted. The spreading of concrete shall be performed
at such elevations, slightly above grades, that when properly consolidated,
the surface will be at the elevation indicated.
12.4
Vibration
Concrete shall be consolidated with mechanical vibrating equipment
immediately after spreading. Vibrating equipment shall be of the internal
type, and the number of units and the power of each unit shall be adequate to
properly consolidate the concrete with the vibration spacing used. The
vibrating unit shall be mounted on a frame or on the paver and equipped with
suitable controls so that all vibrators may be operated at any desired depth
within the slab or completely withdrawn from the concrete, as required. The
spacing of vibrating units that extend into the slab at intervals across the
paving lane shall be as necessary to properly consolidate the concrete, but
the clear distance between the units shall not exceed 30 inches. The outside
elements of the internal spud vibrator units shall be approximately 1 foot
from the edge of the slab. Vibrators of this type shall be inserted into the
concrete to a depth that will provide the best consolidation but not closer
to the underlying material than 2 inches. Concrete in odd shaped slabs or in
locations inaccessible to the vibrating equipment above shall be vibrated
with a hand manipulated vibrator. Vibrators shall not be used to transport
or spread the concrete in the forms. Spud vibrators shall operate at a
frequency of not less than 8000 impulses per minute and tube vibrators at a
frequency of not less than 5000 impulses per minute when in the concrete.
Excessive vibration will not be permitted. Vibrators shall not be operated
in the concrete at one location for more than 20 seconds. Forward motion of
the paver shall cease as soon as a vibrator becomes inoperable and shall not
start until the vibrator is repaired or replaced. At least one additional
vibrator, or sufficient parts for replacing and repairing vibrators or
vibrator assemblies for each paving train, shall be maintained at the site at
all times.
12.5
Placing Reinforcing Steel
The type and amount of steel reinforcement shall be as shown on the contract
drawings. For pavement thickness of 12 inches or more, the reinforcement
steel shall be installed by the strike off method wherein the concrete is
deposited on the underlying material, consolidated, and struck to the
indicated elevation of the steel reinforcement. The reinforcement shall be
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laid upon the prestruck surface, and the remaining concrete shall then be
placed and finished in the required manner. When placement of the second
lift causes the steel to be displaced horizontally from its original
position, provisions shall be made for increasing the thickness of the first
lift and depressing the reinforcement into the plastic concrete to the
required elevation. The increase in thickness shall be only as necessary to
permit the correct horizontal alinement to be maintained. Any portions of
the bottom layer of concrete that have been placed more than 30 minutes
without being covered with the top layer shall be removed and replaced with
newly mixed concrete without additional cost to the Government. For
pavements less than 12 inches thick, bar mat reinforcement shall be
positioned on suitable chairs before concrete placement. Wire fabric and
deformed wire fabric reinforcement shall be pushed down to its correct
position by suitable vibratory equipment after the full depth of concrete,
less than 12 inches thick, has been placed. Regardless of the placement
procedure, the reinforcing steel shall be free from coatings that could
impair bond between the steel and the concrete, and laps in the reinforcement
shall be as indicated.
12.6
Placing During Cold Weather
Concrete placement shall be discontinued when the air temperature reaches 40
degrees F and is falling. Placement may begin when the air temperature
reaches 35 degrees F and is rising. Provision shall be made to protect the
concrete from freezing during the specified curing period with the use of
insulated blankets. All blankets must be on site and in enough quantity to
cover entire concrete area. If necessary to place concrete when the
temperature of the air, aggregates, or water is below 35 degrees F, placement
shall be approved in writing. Approval shall be contingent upon full
conformance with the following provisions. The underlying material shall be
prepared and protected so that it is entirely free of frost when the concrete
is deposited. Mixing water and aggregates shall be heated as necessary to
result in the temperature of the in place concrete being between 50 and 85
degrees F. Methods and equipment for heating shall be approved. The
aggregates shall be free of ice, snow, and frozen lumps before entering the
mixer. Covering and other means shall be provided for maintaining the
concrete at a temperature of at least 50 degrees F for not less than 72 hours
after placing, and at a temperature above freezing for the remainder of the
curing period. Concrete damaged by freezing shall be removed and replaced as
specified in paragraph REMOVAL AND REPLACEMENT OF DEFECTIVE CONCRETE.
12.7
Placing During Hot Weather
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During periods of hot weather when the maximum daily air temperature is
likely to exceed 85 degrees F, the following precautions shall be taken. The
forms and the underlying material shall be sprinkled with water immediately
before placing the concrete. Concrete shall be placed at the coolest
temperature practicable, and in no case shall the temperature of the concrete
when placed exceed 90 degrees F. Aggregates and mixing water placed exceed 90
degrees F. Aggregates and mixing water shall be cooled as necessary.
Concrete shall be placed continuously and rapidly at a rate of not less than
100 feet of paving lane per hour. The finished surfaces of the newly laid
pavement shall be kept damp by applying a waterfog or mist with approved
spraying equipment until the pavement is covered by the curing medium. If
necessary, wind screens shall be provided to protect the concrete from an
evaporation rate in excess of 0.2 psf per hour.
PART 13
FINISHING
Finishing operations shall be started immediately after placement of the
concrete. Finishing shall be by the machine method except that where
indicated; the hand method will be permitted on odd slab widths or shapes and
in event of breakdown of the mechanical equipment to finish concrete. The
sequence of operations shall be finishing, floating, straightedging,
texturing, and then edging of joints. Finishing equipment and tools shall be
maintained clean and in an approved condition.
13.1
Machine Finishing with Fixed Forms
13.1.1
Equipment
The finishing machines shall be of ample weight and power for proper
finishing of the concrete. The finishing machine shall be designed and
operated to strike off, screed, and consolidate the concrete. Screed and
float adjustments of these machines shall be checked at the start of each
day's paving operations and more often as required. Machines that cause
displacement of side forms or that cause frequent delays due to mechanical
failure shall be replaced. When finishing machines ride the edge of a
previously constructed slab, provision shall be made to protect the surface
of these slabs.
13.1.2
Transverse Finishing
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As soon as placed, the concrete shall be accurately struck off and screeded
to the crown and cross section shown and to such elevation that when
consolidated and finished, the surface of the pavement will be free from
porous places and will be at the required grade. The finishing machine shall
make as many trips over each area of pavement as necessary to compact the
concrete and produce a surface of uniform texture, true to grade. Water
shall not be added to the concrete used to fill low spots or to facilitate
finishing operations. Excessive manipulation that brings mortar and water in
excess of 1/8 inch thick to the surface will not be permitted, and any
equipment that cannot produce the required compaction and surface finish
without an excessive number of trips will be considered unsatisfactory. The
top of the form or pavement edge upon which the finishing machine travels
shall be kept clean.
13.1.3
Mechanical Floating
After completion of screeding, the mechanical float may be operated to smooth
and finish the pavement to grade. The float shall be operated so as to
maintain contact with the surface at all times. If required, additional
concrete shall be placed and screeded, and the float operated over the
same area until a satisfactory surface is produced.
13.1.4
Other Types of Finishing Equipment
Concrete finishing equipment of types other than specified above may be used
on a trial basis. The use of equipment that fails to produce finished
concrete of the quality and consistency required by these specifications
shall be discontinued, and the concrete shall be finished with approved
equipment and in the manner specified above.
13.2
Finishing by Slipform Method
The slipform paver shall be capable of finishing the surface and edges so
that only a minimum of additional work is necessary. A self propelled pipe
float may be used if the Contractor desires, while the concrete is still
plastic, to remove minor irregularities and score marks. Straightedge
finishing may be used as required; however, its use shall be kept to a
minimum. The pipe float shall be 6 to 10 inches in diameter and sufficiently
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long to span the full paving width when oriented at an angle of approximately
60 degrees with the center line. Pipe floating should be accomplished as
soon as possible and discontinued immediately after a uniform surface
appearance is achieved. Concrete slurry permitted to run down the vertical
edges of the slipped concrete will be removed by hand, using stiff brushes or
other approved scrapers. Concrete slurry will not be used to build up along
the edges of the concrete to compensate for excessive edge slump. Wood or
metal forms shall be available for use in repairing edges that slough
excessively. In locations where excessive sloughing occurs, the wood or
metal forms shall be securely attached to the underlying material in the
proper location, and the defective edges corrected to the permissible
tolerances. These procedures are to be used sparingly, and should excessive
sloughing occur, operations will be halted until proper corrective
adjustments have been made. Such procedures are not to be considered as
routine corrective measures for edge instability.
13.3
Hand Finishing
13.3.1
Equipment
A strike and tamping template and a longitudinal float shall be provided for
hand finishing. The template shall be at least 1 foot longer than
the width of pavement being finished, of an approved design, and sufficiently
rigid to retain its shape, and shall be constructed of metal or other
suitable material shod with metal. The longitudinal float shall be at least
10 feet long, of approved design, and rigid and substantially braced, and
shall maintain a plane surface on the bottom of the base.
13.3.2
Finishing and Floating
As soon as placed and vibrated, the concrete shall be struck off and screeded
to the crown and cross section and to such elevation above grade that when
consolidated and finished, the surface of the pavement will be at the
required elevation. The entire surface shall be tamped, and the tamping
operation continued until the required compaction and reduction of internal
and surface voids are accomplished. Immediately following the final tamping
of the surface, the pavement shall be floated longitudinally from bridges
resting on the side forms and spanning but not touching the concrete. If
necessary, additional concrete shall be placed and screeded, and the float
operated until a satisfactory surface has been produced. The floating
operation shall be advanced not more than half the length of the float and
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then continued over the new and previously floated surfaces. Use of a water
mister is allowed to help with finshing the texture of the concrete.
13.4
Surface Correction and Testing
After finishing is completed but while the concrete is still plastic, minor
irregularities and score marks in the pavement surface shall be eliminated by
means of straightedges. Straightedges shall be 12 feet in length and shall be
operated from the sides of the pavement and from bridges. A straightedge
operated from the side of the pavement shall be equipped with a handle 3 feet
longer than one half the width of the pavement. The surface shall then be
tested for trueness with a 12 foot straightedge held in successive positions
parallel and at right angles to the center line of the pavement, and the
whole area covered as necessary to detect variations. The straightedge shall
be advanced along the pavement in successive stages of not more than one half
the length of the straightedge. Depressions shall be immediately filled with
freshly mixed concrete, struck off, consolidated, and refinished. Projections
above the required elevation shall also be struck off and refinished. The
straightedge testing and finishing shall continue until the entire surface of
the concrete is free from observable departure from the straightedge and
conforms to the surface requirements specified in paragraph EVALUATION AND
ACCEPTANCE.
Contractor shall supply a rideability test based on standard practices done
by a certified official third party for all road work.
13.5
Texturing
Before the surface sheen has disappeared and before the concrete becomes
nonplastic, the surface of the pavement shall be given a texture as follows:
13.6
Edging
After texturing has been completed, the edge of slabs along the forms, along
the edges of slipformed lanes and at the joints, where indicated or directed,
shall be carefully finished with an edging tool to form a smooth rounded
surface of the required radius. Tool marks shall be eliminated, and the
edges shall be smooth and true to line.
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Outlets in Pavement
Recesses for the tie down anchors, lighting fixtures, and other outlets in
the pavement shall be constructed to conform to the details and dimensions
shown. The concrete in these areas shall be carefully finished to provide a
surface of the same texture as the surrounding area that will be within the
requirements for plan grade and surface smoothness stated in paragraph
EVALUATION AND ACCEPTANCE.
PART 14
FORM REMOVAL
Forms shall remain in place at least 12 hours after the concrete has been
placed. When conditions are such that the early strength gain of the
concrete is delayed, the forms shall be left in place for a longer period as
directed. Forms shall be removed without injuring the concrete. Bars or
heavy tools shall not be used against the concrete in removing the forms.
Any concrete found defective after form removal shall be promptly
satisfactorily repaired.
PART 15
15.1
CURING
General
Concrete shall be protected against loss of moisture and rapid temperature
changes for at least 7 days from the beginning of the curing operation.
Unhardened concrete shall be protected from rain and flowing water. All
equipment needed for adequate curing and protection of the concrete shall be
on hand and ready for use before actual concrete placement begins.
Protection shall be provided as necessary to prevent cracking of the pavement
due to temperature changes during the curing period. If any selected method
of curing does not afford the proper curing and protection against concrete
cracking, the damaged pavement will be removed and replaced, and another
method of curing shall be employed as directed.
15.2
Membrane Curing
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A uniform coating of white pigmented membrane curing compound shall be
applied to the entire exposed surface of the concrete as soon after finishing
as the free water has disappeared from the finished surface. Formed surfaces
shall be coated immediately after the forms are removed and in no case longer
than 1 hour after the removal of forms. Concrete shall not be allowed to dry
before the application of the membrane. If any drying has occurred, the
surface of the concrete shall be moistened with a fine spray of water, and
the curing compound applied as soon as the free water disappears. The curing
compound shall be applied to the finished surface by means of an approved
automatic spraying machine. The spraying machine shall be self propelled and
shall straddle the newly paved lane. The machine shall have one or more
spraying nozzles that can be controlled and operated to completely and
uniformly cover the pavement surface with the required amount of curing
compound. The curing compound in the drum used for the spraying operation
shall be thoroughly and continuously agitated mechanically throughout the
full depth of the drum during the application. Air agitation may be used
only to supplement mechanical agitation. Spraying pressure shall be
sufficient to produce a fine spray as necessary to cover the surface
thoroughly and completely with a uniform film. Spray equipment shall be
maintained in first class mechanical condition, and the spray nozzle shall
have an adequate wind guard. The curing compound shall be applied with an
overlapping coverage that will give a two coat application at a coverage of
not more than 400 square feet per gallon for each coat. The application of
curing compound by hand operated pressure sprayers will be permitted only on
odd widths or shapes of slabs where indicated and on concrete surfaces
exposed by the removal of forms. When the application is made by hand
operated sprayers, the second coat shall be applied in a direction
approximately at right angles to the direction of the first coat. The
compound shall form a uniform, continuous, cohesive film that will not check,
crack, or peel and that will be free from pinholes and other discontinuities.
If pinholes, abrasions, or other discontinuities exist, an additional coat
shall be applied to the affected areas within 30 minutes. Concrete surfaces
that are subjected to heavy rainfall within 3 hours after the curing compound
has been applied shall be resprayed by the method and at the coverage
specified above. Areas where the curing compound is damaged by subsequent
construction operations within the curing period shall be resprayed.
Necessary precautions shall be taken to insure that the concrete is properly
cured at sawed joints, but that no curing compound enters the joints. The
top of the joint opening and the joint groove at exposed edges shall be
tightly sealed before the concrete in the region of the joint is resprayed
with curing compound. The method used for sealing the joint groove shall
prevent loss of moisture from the joint during the entire specified curing
period. Approved standby facilities for curing concrete pavement shall be
provided at an accessible location at the jobsite for use in the event of
mechanical failure of the spraying equipment or other conditions that might
prevent correct application of the membrane curing compound at the proper
time. Concrete surfaces to which membrane curing compounds have been applied
shall be adequately protected during the entire curing period from pedestrian
and vehicular traffic, except as required for joint sawing operations and
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surface tests, and from any other possible damage to the continuity of the
membrane.
PART 16
16.1
JOINTS
General
Joints shall conform to the details indicated and shall be perpendicular to
the finished grade of the pavement. Transverse expansion and contraction
joints shall be straight and continuous from edge to edge of the pavement.
16.2
Longitudinal Construction Joints
Longitudinal construction joints between paving lanes shall be located as
indicated. Dowels, keys, or keys and tie bars shall be installed in the
longitudinal construction joints, or the edges shall be thickened as required
and as indicated. Dowels and tie bars shall be installed in conformance with
paragraph DOWELS AND TIE BARS. When the concrete is placed using stationary
forms, metal forms securely fastened to the concrete form shall be used to
form the keyway in the plastic concrete. When the concrete is placed using
slipform pavers, the keyway shall be formed in the plastic concrete by means
of metal forms permanently attached to the side forms or by means of
preformed metal keyway liners, which are inserted during the slipform
operations and may be left in place. The dimensions of the keyway forms
shall not vary more than plus or minus 1/8 inch from the dimensions indicated
and shall not deviate more than plus or minus 1/4 inch from the middepth of
the pavement. Longitudinal construction joints shall be edged and
subsequently sawed to provide a groove at the top conforming to the details
and dimensions indicated.
16.3
Transverse Construction Joints
Transverse construction joints shall be installed at the end of each day's
placing operations and at any other points within a paving lane when concrete
placement is interrupted for 30 minutes or longer. These joints shall be
located at a planned joint, except in case of equipment breakdown. When
concrete placement cannot be continued, the transverse construction joint may
be installed within the slab unit but not less than 10 feet from a planned
transverse joint. Transverse construction joints shall be doweled as shown.
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When the construction joint is located at planned transverse joints, one half
of each dowel shall be painted and oiled to permit movement at the joint.
These joints shall be edged and subsequently sawed to provide a groove at the
top conforming to the details and dimensions indicated. When concrete
placement is resumed, the planned joint spacing shall be used beginning with
the first regularly scheduled transverse joint. When using slipform pavers,
transverse construction joints shall be constructed by utilizing headers,
hand placement, and finishing techniques. Pavement shall be constructed with
the slipform paver as close to the header as possible and run out completely
past the header.
16.4
Expansion Joints
Expansion joints shall be formed by means of a preformed filler material.
The filler shall be securely held in position by means of approved metal
supports, which shall remain in the pavement. A removable metal channel cap
bar shall be used to hold the parts of the joint in proper position and
protect the filler from damage during concreting operations. The cap bar
shall be removable without damage to the pavement to provide a space for
sealing of the joint. Adjacent sections of filler shall be fitted tightly
together, and the filler shall extend across the full width of the paving
lane in order to prevent entrance of concrete into the expansion space.
Expansion joints shall be formed about structures and features that project
through, into, or against the pavement, using joint filler of the type,
thickness, and width indicated, and shall be installed in such manner as to
form a complete, uniform separation between the structure and the pavement.
[Joints shall be sealed as specified in Section 02580 JOINT SEALING IN
CONCRETE PAVEMENTS FOR ROADS AND AIRFIELDS.]
16.5
Contraction Joints
Transverse and longitudinal contraction joints shall be of the weakened plane
or dummy type and shall be constructed as indicated. Longitudinal
contraction joints shall be constructed by sawing a groove in the hardened
concrete with a power driven saw in conformance with requirements for sawed
joints unless otherwise approved. Transverse contraction joints shall be
constructed in conformance with requirements for sawed joints or insert type
contraction joints, unless otherwise approved.
16.5.1
Sawed Joints
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Sawed joints shall be constructed by sawing a groove in the concrete with a
1/8 inch blade to the full depth as indicated. After expiration of the
curing period, the upper portion of the groove shall be widened by sawing to
the width and depth indicated. The time of sawing shall vary depending on
existing and anticipated weather conditions and shall be such as to prevent
uncontrolled cracking of the pavement. Sawing of the joints shall commence
as soon as the concrete has hardened sufficiently to permit cutting the
concrete without chipping, spalling, or tearing. The sawed faces of joints
will be inspected for undercutting or washing of the concrete due to the
early sawing, and sawing shall be delayed if undercutting is sufficiently
deep to cause structural weakness or excessive roughness in the joint. The
sawing operation shall be carried on as required during both day and night
regardless of weather conditions. The joints shall be sawed at the required
spacing consecutively in the sequence of the concrete placement. A chalk
line or other suitable guide shall be used to mark the alignment of the
joint. The saw cut shall not vary more than 1/2 inch from the true joint
alignment. Before sawing a joint, the concrete shall be examined closely for
cracks, and the joint shall not be sawed if a crack has occurred near the
planned joint location. Sawing shall be discontinued when a crack develops
ahead of the saw cut. Workmen and inspectors shall wear clean, rubber soled
footwear, and the number of persons walking on the pavement shall be limited
to those actually performing the sawing operation. Immediately after the
joint is sawed, the saw cut and adjacent concrete surface shall be thoroughly
flushed with water until all waste from sawing is removed from the joint.
Any membrane cured surface damaged during the sawing operations shall be
resprayed as soon as the surface becomes dry. The sawing equipment shall be
adequate in the number of units and the power to complete the sawing at the
required rate. An ample supply of saw blades shall be available on the job
before concrete placement is started, and at least one standby sawing unit in
good working order shall be available at the jobsite at all times during the
sawing operation.
16.5.2
Insert Type Contraction Joints
Insert type contraction joints shall be constructed by installing a preformed
insert in the plastic concrete to form a weakened plane to induce cracking.
The insert materials shall conform to ASTM D 2628, D 2828, or CRD C 572,
whichever is applicable. Inserts shall be constructed so that the insert
material can be removed to form a groove in the concrete as required. All
types of inserts shall be approved before installation. Inserts shall be
furnished in heights for the various depths of joints shown and in lengths
equal to the width of the paving lane.
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16.5.2.1
Equipment - The equipment for installing inserts shall be a
machine equipped with a vibratory bar for cutting a groove in the plastic
concrete for placement of the insert or for vibrating the insert into place
at the prescribed joint location. Installation of the insert shall be to the
required depth throughout the full width of the paving lane. Vibration units
shall be so arranged that the vibration will be uniformly distributed
throughout the bar. The intensity of vibration shall be adjustable as
necessary to form a groove of proper size for the filler or for forcing the
insert into the plastic concrete and consolidating the concrete around the in
place insert. For concrete placed by slipform pavers, the edges of the
plastic concrete must be supported to prevent slumping during the vibration
and placement of inserts. The vibratory float shall be used following
placement of the insert material in lieu of hand floating or troweling the
finish.
16.5.2.2
Installation of Inserts - The insert shall be installed in the
plastic concrete immediately following the final machine finishing with a
maximum of two joint spacings between the finishing machine and the inserter.
Additional straightedge and texturing operations shall be accomplished
without disturbing the installed insert. Adjacent sections of the joint
inserts within each slab unit shall be securely joined together, and the
insert shall extend across the full width of the slab. The concrete shall be
thoroughly consolidated against and for the full depth of the insert. The
insert shall be perpendicular to the finished grade of the pavement and shall
be straight in alignment at the prescribed joint locations shown, with the
top of the insert flush or not more than 1/8 inch below the pavement surface.
The insert equipment shall be available on the job in good condition before
placement of concrete to insure proper vibration and floating.
16.5.2.3
Sawing Inserts - After the expiration of the curing period a
groove for the joint sealer shall be formed as specified below. The top
portion of fiberboard fillers or sawable preformed inserts shall be removed
by sawing with a power saw to form a groove of required dimensions. The
sawing shall be so accomplished as to abrade the concrete surfaces in the
joint groove and remove all traces of the filler or insert. Nonsawable
insert material shall be removed as prescribed by the manufacturers. The
dimensions and characteristics of the groove thus formed shall be as shown.
The grooves shall have edges free of ravels and spalls. The grooves shall be
straight from edge to edge of the pavement and shall not vary more than 1/2
inch from the alinement.
PART 17
DOWELS AND TIE BARS
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Fixed Form Installation
Fixed form installation of dowels and tie bars shall be by the bonded in
place method. Tie bars and dowels shall be prepared and placed across joints
where indicated, correctly aligned, and securely held in the proper
horizontal and vertical position during placing and finishing operations,
except that tie bars specified along longitudinal contraction joints may be
installed in front of the paver by insertion into the unconsolidated
concrete. Installation by removing and replacing dowels in preformed holes
will not be permitted. Dowels in longitudinal and transverse construction
joints shall be held securely in place parallel to the surface, as indicated,
by means of devices fastened to the form. Dowels in expansion joints and tie
bars and dowels installed within the paving lane shall be held securely in
place, as indicated, by means of rigid metal frames or basket assemblies of
approved type. The assemblies shall consist of a framework of metal bars or
wires arranged to provide rigid support for the dowels and the tie bars
throughout the paving operation, with a minimum of four continuous bars or
wires extending across the paving lane. The dowels shall be welded to the
assembly or held firmly by mechanical locking arrangements that will prevent
the dowels from rising, sliding out, or becoming distorted during paving
operations. The dowel assemblies shall be held securely in the proper
location by means of suitable pins or anchors. When split dowels are used,
the female portion of the split dowel shall be bonded in the initially placed
pavement lane. The female portion of the split dowel shall be securely
fastened to the pavement form and shall maintain the proper position and
alignment of the dowel during concrete placement so that no mortar or other
foreign material will enter the socket or coupling. Before the split dowels
are assembled, the external and internal threads shall be cleaned thoroughly
to remove all cement, cement mortar, grit, dirt, and other foreign matter.
In the final assembly, a minimum torque of 200 ft lbs shall be applied. The
spacing of dowels in longitudinal construction joints shall be as indicated,
except that where the planned spacing cannot be maintained because of form
length or interference with form braces, closer spacing with additional
dowels shall be used. Dowels in longitudinal joints shall be omitted when
the center of the dowel is located within a horizontal distance from a
transverse joint equal to one fourth of the slab thickness. The method used
in holding dowels in position shall develop such accuracy that the error in
alignment of any dowel from its required position after the pavement has been
finished shall be not greater than 1/8 in/ft. The Contractor shall furnish
an approved template for checking the position of the dowels. The portion of
each dowel intended to move within the concrete or expansion cap shall be
painted with one coat of red lead or blue lead paint. The painted portion
shall be wiped clean and coated with a thin even film of lubricating oil
before the concrete is placed. Pipe used as dowels shall be filled with a
stiff sand asphalt mixture or portland cement mortar, or the ends of the pipe
dowels shall be fitted with tight fitting plugs of an approved material
extending into the pipe.
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Slipform Installation
For concrete placed using slipform pavers, dowels, and tie bars shall be
placed in horizontal and vertical positions across the joints where
indicated. Dowels in longitudinal construction joints shall be placed by
bonding the dowels into holes drilled into the hardened concrete or by
mechanically inserting the dowels into the concrete as the cross section is
formed. When the grouted in place method is used, holes approximately 1/8
inch greater in diameter than the dowels shall be drilled with rotary type
core drills that must be held securely in place to drill perpendicularly into
the vertical face of the pavement slab. Dowels shall be bonded in the
drilled holes using an epoxy resin material as specified in paragraph
MATERIALS. Installation procedures shall be adequate to insure that the area
around dowels is completely filled with epoxy grout. Dowels in expansion and
contraction joints installed within the paving lane shall be held securely in
place by means of rigid metal frames or basket assemblies of the type used in
the method described in requirements for fixed form installation. This
method used for installing and maintaining dowels in position shall develop
such accuracy that the error in alignment of any dowel from its required
position shall be not greater than 1/8 in/ft. The Contractor shall furnish a
template for checking the position of the dowels. Tie bars installed within
the paving lane shall be held securely in place by means of rigid metal
frames or basket assemblies of approved type as required by fixed form
installation. When tie bars are specified in longitudinal construction
joints, bent tie bars shall be installed in front of the paver by insertion
into the unconsolidated plastic concrete through a 26 gauge metal keyway
liner. The bars may not be installed in the plastic concrete after the
concrete has been consolidated and the cross section formed. Tie bars shall
not be installed in preformed holes in hardened concrete. The keyway liner
shall remain in place and become part of the joint. When bending tie bars,
the minimum radius of curvature recommended for the particular grade of steel
cited in the appropriate standard shall be used. Before placement of the
adjoining lane, the tie bars will be straightened.
PART 18
SEALING JOINTS
Joints shall be sealed immediately following curing of the concrete or as
soon thereafter as weather conditions permit. Sawing of filler type joints
shall be accomplished immediately before sealing of the joints. Joints shall
be sealed as specified in SECTION: JOINT SEALING IN NEW CONCRETE PAVEMENTS.
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PART 19
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REMOVAL AND REPLACEMENT OF DEFECTIVE CONCRETE
Defective concrete shall be removed and replaced as specified herein with
pavements of the thickness and quality required by these specifications, at
no additional cost to the government.
In no case shall the removal and
replacement of concrete result in a slab less than the full paving lane width
or a joint less than 10 feet from a regularly scheduled transverse joint.
The defective concrete shall be removed carefully so that the adjacent
pavement will not be damaged and the existing keys or dowels at the joints
will be left intact. When a portion of the unfractured slab is replaced, a
saw cut 4 inches deep shall be made transversely across the slab in the
required location, and the concrete shall be removed to provide an
essentially vertical face in the remaining portion of the slab. Prior to
placement of the fresh concrete, the face of the slab shall be cleaned of
debris and loose concrete, and then thoroughly coated with epoxy resin. The
epoxy resin coating shall be applied by scrubbing a thin coat into the
surface with a stiff bristle brush. Strips of polyethylene sheeting shall be
placed on the vertical joint faces of adjacent slabs at the juncture with the
slab to be patched as a bond breaking medium. Placement of the fresh
portland cement concrete shall be accomplished while the epoxy resin is still
tacky and in such manner that the grout coating will not be removed.
Longitudinal and transverse joints of the replaced slab or portion thereof
shall be constructed as indicated. The joints shall be sealed as specified
in SECTION: JOINT SEALING IN NEW CONCRETE PAVEMENTS. The replaced pavements
will be paid for at the contract price, but no payment will be made for the
defective pavements removed or for the cost of removing the defective
pavements.
PART 20
CURBS FOR ROAD PAVEMENT
Construction of portland cement concrete curb, gutter, and combination curb
and gutter shall be as specified in SECTION: CONCRETE SIDEWALKS AND CURBS
AND GUTTERS.
PART 21
PAVEMENT PROTECTION
The Contractor shall protect the pavement against all damage prior to final
acceptance of the work by the Government. Traffic shall be excluded from the
pavement by erecting and maintaining barricades and signs until the concrete
is at least 14 days old, or for a longer period if so directed. As a
construction expedient in paving intermediate lanes between newly paved
lanes, operation of the hauling equipment will be permitted on the pavement
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after the pavement has been cured for 7 days and the joints have been sealed
or otherwise protected. Also, the subgrade planer, concrete finishing
machines, and similar equipment may be permitted to ride upon the edges of
previously constructed slabs when the concrete has attained a minimum
flexural strength of 400 psi and adequate means are furnished to prevent
damage to the slab edge. The pavement carrying traffic or equipment shall be
kept clean, and spillage of materials or concrete shall be cleaned up
immediately upon occurrence. For fill in lanes, equipment will be used that
will not damage or spall the edges or joints of the previously constructed
pavement.
PART 22
22.1
CONTRACTOR QUALITY CONTROL
General
The Contractor shall perform the inspection and tests described and meeting
the requirements for inspection details and frequency of testing specified.
Based upon the results of these inspections and tests, the Contractor shall
take the action and submit reports as required below, and any additional
tests to insure that the requirements of these specifications are met.
22.1.1
Qualifications
Contractor Quality Assurance personal assigned to concrete construction shall
be American Concrete Institute (ACI) Certified and shall have written
evidence of having completed the qualification program Concrete Field
Testing Technician, Grade I.
22.2 Inspection Details and Frequency of Testing
The following number of tests will be the minimum acceptable for each type of
operation.
22.2.1
Fine Aggregate
22.2.1.1
Grading - Twice during each shift when the concrete plant is
operating, there shall be one sieve analysis and fineness modulus
determination in accordance with ASTM C 136 and CRD C 104 for the fine
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aggregate (or for each fine aggregate, if it is batched in more than one size
of classification). The location at which samples are taken may be selected
by the Contractor as the most advantageous for control. However, the
Contractor is responsible for delivering fine aggregate to the mixer within
specification limits.
22.2.1.2
Fineness Modulus Control Chart - Results of the fineness modulus
determination shall be grouped in sets of three consecutive tests, and the
average and range of each group plotted on a control chart. The upper and
lower control limits for the average shall be drawn 0.10 units above and
below the average fineness modulus of all samples previously taken, and the
upper control limit for the range shall be 0.28.
22.2.1.3
Moisture Content - In the opinion of the Contracting Officer,
when the electric moisture meter is not operating satisfactorily, at least
two pairs of tests for moisture content in accordance with ASTM C 70, ASTM C
566, or CRD C 112 will be made during each 8 hour period of mixing plant
operation. The two tests in each pair shall be spaced 1 hour apart, and the
times for the pairs shall be selected randomly within the shift. An
additional test shall be made whenever the slump is shown to be out of
control or excessive variation in workability is reported by the placing
foreman. (When the electric moisture meter is operating satisfactorily, at
least two direct measurements of moisture content shall be made per week to
check the calibration of the meter. Variability within a 1 or 8 hour period
may be determined by meter readings.)
22.2.2
Coarse Aggregate
22.2.2.1
Grading - Twice during each shift in which the concrete plant is
operating a sieve analysis shall be made in accordance with ASTM C 136 for
each size of coarse aggregate. Samples shall be taken from the batch plant
bins. Each test record shall show the results of the current test as well as
the average results of the five most recent tests including the current test.
Tests at other locations, when necessary for control, shall be recorded also.
For these tests the Contractor may adopt limits for control coarser than the
specification limits to allow for degradation during handling. Where
facilities are available to test samples five times as large as those
required in ASTM C 136, no averaging is necessary. When, in the opinion of
the Contracting Officer, a problem exists in connection with coarse aggregate
particle shape, daily tests shall be made in accordance with CRD C 119.
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22.2.2.2
Moisture Content - A test for moisture content of each size of
coarse aggregate shall be made at least once a shift. When two consecutive
readings for the smallest size coarse aggregate differ by more than 1
percent, the frequency of testing shall be increased to that specified for
fine aggregate.
22.2.3
Scales
The accuracy of the scales shall be checked by test weights, as directed by
the Contracting Officer, for conformance with the applicable requirements of
NBS Handbook 44. Such tests shall be made whenever there are variations in
properties of the fresh concrete, which could result from batching errors.
Once a week the accuracy of each batching device shall be checked during a
weighing operation by noting and recording the required weight and the actual
weight batched.
22.2.4
Batch Plant Control
When the concrete plant is operating, the measurement of all constituent
materials including cement, each size of aggregate, water, and admixtures
shall be continuously controlled. The aggregate weights and the amount of
water added to compensate for free moisture in the aggregates shall be
adjusted as necessary. The amount of the air entraining agent shall be
adjusted to control the air content within specified limits. A report shall
be prepared indicating the type and source of cement used, the amount and
source of admixtures used, the aggregate source, the required aggregate and
water weights per cubic yard, the amount of water as free moisture in each
size of aggregate, and the batched aggregate and water weights per cubic yard
for each class of concrete batched during the plant operation.
22.2.5
Submittals, Samples and Testing Guide
22.2.5.1
General - Concrete samples shall be taken
approved commercial testing laboratory in the field to
air content, and strength of the concrete. Test beams
determining conformance with the strength requirements
specifications and, when required, for determining the
in the field by an
determine the slump,
shall be made for
of these
time at which
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pavements may be placed into service. Perform tests at the beginning of a
concrete placement operation and per the frequency as required by this
specification. The air content shall be determined in accordance with ASTM C
231. Slump tests shall be made in accordance with ASTM C 143. Test beams
shall be molded and cured in accordance with ASTM C 31 and as specified
below. Steel beam molds shall be used for molding the specimens. The
Contractor shall furnish all materials, labor, and facilities required for
molding, curing, testing, and protecting test beams at the site. Curing
facilities for test beams shall include furnishing and operating water tanks
equipped with temperature control devices that will automatically maintain
the temperature of the water at 73 plus or minus 5 degrees F. The Contractor
shall furnish and maintain at the site boxes or other facilities suitable for
storing the specimens while in the mold at a temperature of 73 plus or minus
10 degrees F. Tests of the fresh concrete and of the hardened concrete beams
will be made by an approved testing laboratory and at the expense of the
Contractor.
22.2.5.2
Flexural Strength Testing - The Contractor's approved
laboratory shall test for flexural strength in accordance with ASTM C78. Make
four test specimens for each set of tests. Test two specimens at 7 days, and
the other two at 28 days. Concrete strength will be considered satisfactory
when the minimum of the -day test results equals or exceeds the specified 28day
flexural strength, and no individual strength test is less than 600 pounds
per square inch. If the ratio of the 7-day strength test to the specified 28day strength is less than 65 percent, make necessary adjustments for
conformance. Frequency of flexural tests on concrete beams shall be not less
than four test beams for 50 cubic yards of concrete, or fraction thereof,
placed. Concrete which is determined to be defective, based on the strength
acceptance criteria therein, shall be removed and replaced with acceptable
concrete.
22.2.5.3
Air Content - Test for air content shall be performed in
accordance with ASTM C 173 or ASTM C 231. Testing shall be continuous, every
ready-mix truck shall be tested not simply evaluated. A test report is
required for every ready-mix truck.
22.2.5.4
Slump - Test for slump shall be performed in accordance with
ASTM C 143. Testing shall be continuous, every ready-mix truck shall be
tested not simply evaluated. A test report is required for every ready-mix
truck.
22.2.6
Placing
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The placing foremen shall supervise all placing operations, shall determine
that the correct class of concrete is placed in each location as directed by
the Contracting Officer, and shall be responsible for measuring and recording
concrete temperatures, ambient temperature, weather conditions, time of
placement, yardage placed, and method and location of placement.
22.2.7
Curing
No curing compound shall be applied until the Contractor has verified that
the compound is properly mixed and ready for spraying. At the end of each
operation, the Contractor shall determine the quantity of compound used, as
well as the area of concrete surface covered, and compute the rate of
coverage in square feet per gallon, noting whether coverage is uniform.
22.2.8
Cold Weather Placing
At least once during each shift an inspection shall be made of all areas
subject to cold weather protection. Deficiencies shall be noted. During
removal of protection, the concrete and ambient temperature shall be measured
at least hourly.
22.2.9
Hot Weather Placing
The Contractor shall take and record the temperature of the concrete mixture
at 30 minute intervals during hot weather placement. The forms and
underlying material shall be inspected to assure that they are sprinkled with
water immediately before the concrete is placed and any deficiencies noted.
The finished concrete shall be inspected to assure that it is kept damp until
the curing medium is applied and any deficiencies noted.
22.2.10 Finished Concrete Surface
The Contractor shall perform the testing required to insure that the finished
surface conforms to the plan grade, surface smoothness, and edge slump.
22.3
Action Required
22.3.1
Fine Aggregate
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22.3.1.1
Grading - When the amount retained on any sieve is outside the
specification limits, the fine aggregate shall be resampled and retested. If
there is another failure on the same sieve, the fact shall be reported
immediately to the Contracting Officer. All such tests shall be included in
the control charts. Whenever a point, either for the average or the range,
is beyond one of the control limits, the frequency of testing shall be
doubled. If two consecutive points are beyond the control limits, the
process shall be considered out of control. The Contracting Officer shall be
notified, and immediate steps shall be taken to rectify the situation. After
two consecutive points have fallen within the control limits, testing at the
normal frequency may be resumed.
22.3.1.2
Moisture Content - Whenever the moisture content of the fine
aggregate changes by 0.5 percent or more, the scale settings for the fine
aggregate batcher and water batcher shall be adjusted (directly or by means
of a moisture compensation device). If, at any time, the requirements for
moisture variation are not met, the Contracting Officer shall be notified and
immediate steps shall be taken to reduce the variation.
22.3.2
Coarse Aggregate
22.3.2.1
Grading - When the amount passing any sieve is outside the
specification limits, the coarse aggregate shall be resampled and retested.
If the second sample fails on the same sieve, that fact shall be reported to
the Contracting Officer. When two consecutive averages of five tests (or two
consecutive tests where large samples are used) are outside of the
specification limits, that fact shall be reported to the Contracting Officer
and immediate steps shall be taken to correct the grading.
22.3.2.2
Moisture - Whenever the moisture content of the smallest size of
coarse aggregate changes by 0.5 percent or more, the scale settings for the
aggregate batcher and water batcher shall be adjusted (directly or by means
of a moisture compensation device). If, at any time, the requirements for
moisture variation are not met, the Contracting Officer shall be notified and
immediate steps taken to reduce the variation.
22.3.2.3
Particle Shape - When testing for particle shape is required,
two consecutive failures in the same sieve size shall be reported immediately
to the Contracting Officer, who shall provide instructions as to the
necessity for corrective action.
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22.3.3
Scales - Whenever either the weighing or the batching accuracy is
found not to comply with specification requirements, the plant shall not be
operated until necessary adjustments or repairs have been made. Discrepancies
in recording accuracies shall be corrected immediately.
22.3.4
Concrete
22.3.4.1
Strength - The results of the 7 day strength test shall be
plotted on a control chart. When the average of any five consecutive 28 day
age tests is less than the specified strength, care shall be taken to define
the area of low strength pavement and the area removed and replaced in
accordance with requirements of paragraph REMOVAL AND REPLACEMENT OF
DEFECTIVE CONCRETE.
22.3.4.2
Air Content - Whenever points on the control chart approach the
upper or lower control limits, an adjustment should be made in the amount of
the air entraining admixture batched. If a single test result is outside the
specification limit, such an adjustment is mandatory. As soon as practicable
after each adjustment, another test shall be made to verify the correctness
of the adjustment. Whenever a point falls above the upper control limit for
the range, the dispenser shall be calibrated to insure that it is operating
correctly and with good reproducibility. Whenever two consecutive points,
either for the average or the range, are outside the control limits, the
Contracting Officer shall be notified.
22.3.4.3
Slump - Whenever points on the control chart approach the upper
or lower control limits, an adjustment should be made in the batch weight of
water and fine aggregate. When a single slump is outside the control limits,
such an adjustment is mandatory. As soon as practicable after each
adjustment, another test shall be made to verify the correctness of the
adjustment. Whenever the slump departs more than 1 1/2 inches from that
stipulated by the Contracting Officer, the concrete shall not be delivered to
the paver. Whenever two consecutive slump tests that were made during a
period when there was no adjustment of batch weights produce a point on the
control chart for a range above the upper control limit, the slump shall be
considered out of control and the additional testing for aggregate moisture
content required above shall be undertaken.
22.3.5
Curing
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When the coverage rate of the curing compound is less than that specified or
when the coverage is not uniform, the entire surface shall be sprayed again.
22.3.6
Cold Weather Protection
The Contracting Officer shall be notified whenever the concrete temperature
during the period of protection or protection removal fails to comply with
the specifications, and immediate steps shall be taken to correct the
situation.
22.3.7
Hot Weather Placing
When the temperature of the concrete mixture exceeds 90 degrees F, mixing and
placing shall be terminated and the Contracting Officer notified.
22.3.8
Mixer Performance
At the start of concrete placing, and at least once every 3 months when
concrete is being placed, the uniformity of concrete shall be determined.
The initial and every fourth test shall be performed in accordance with the
regular test of CRD C 55. Other tests shall be performed in accordance with
abbreviated tests of CRD C 55. Whenever adjustments in the mixer or increases
in mixing times are necessary because of failure of any mixer to comply, the
mixer shall be retested after adjustments. For complete testing, three
different batches of concrete shall be tested. For abbreviated tests, one
batch shall be tested. Results of tests shall be reported in writing.
22.4
Reports
All results of tests conducted at the project site shall be reported weekly
and shall be delivered to a designated representative of the Contracting
Officer within 3 days after the end of each weekly reporting period. Each
weekly report shall include the updating of control charts covering the
entire period from the start of the construction season through the current
week. During periods of cold weather protection, reports of pertinent
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temperatures shall be made daily. These requirements do not relieve the
Contractor of the obligation to report certain failures immediately as
required in preceding paragraphs. Such reports of failure and the action
taken shall be confirmed in writing in the routine reports. The Contracting
Officer has the right to examine all Contractor quality control records.
PART 23
CLEAN UP
After completion of the protection and curing period, insulating and curing
materials shall be removed and disposed of off the site. Concrete surfaces
shall be swept and washed free of stains, discolorations, and loose
particles.
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SECTION 02580
JOINT SEALING IN NEW CONCRETE PAVEMENTS
PART 1
1.1
GENERAL
The Federal Specifications (Fed. Spec.) listed below form a part of this
specification to the extent referenced. The publications are referred to in the
text by the basic designations only.
SS-S-200E
Sealants, Joint, Two-Component, JetBlast-Resistant, Cold-Applied, for Portland Cement Concrete Pavement
SS-S-1401C
Sealant, Joint, Non-Jet-Fuel-Resistant,
Hot-Appied, for Portlant Cement and Asphalt Concrete Pavements
SS-S-1614A
Sealants, Joint, Jet-Fuel-Resistant,
Hot-Applied, for Portland Cement and Tar Concrete Pavements
PART 2
EQUIPMENT
Machines, tools, and equipment used in the performance of the work required by
this section will be approved by the Contracting Officer before the work is
started and shall be maintained in satisfactory condition.
2.1
Joint-Cleaning Equipment
2.1.1 Sandblasting Equipment
Sandblasting equipment shall include an air compressor, hose, venturi-type
nozzles of sufficient capacity to furnish air at a rate of not less than 150
cfm and to maintain a line pressure of not less than 90 psi at the nozzle while
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in use. The compressor shall be equipped with traps that maintain the
compressed air free of oil and water.
2.1.2
Concrete Saw
A self-propelled power saw shall be provided for cutting joints to the
specified widths and depths and for removing filler embedded in the joints or
adhering to the joint faces.
2.2
Sealing Equipment
2.2.1
Type II, Hot-Poured Sealant Equipment
Unit applicators used for heating and installing Types II and IV hot-poured
sealing materials shall be mobile and shall be equipped with a double-boiler
agitator-type kettle with an oil medium in the outer space for heat transfer, a
direct-connected pressure-type extruding device with nozzle or nozzles shaped
for insertion in the joints to be filled, positive temperature devices for
controlling the temperature of oil and sealant, and a recording-type
thermometer for indicating the temperature of the sealant. Applicator unit
shall be so designed that the sealant circulates through the delivery hose and
returns to the inner kettle when not sealing joints.
PART 3
SUBMITTALS
The Contractor shall submit certified copies of test results showing that
specific lots or batches from which the material will be furnished to this
project have been tested by the manufacturer and that the material conforms to
the requirements of these specifications.
Delivery tickets indicating weight of material shall be submitted.
PART 4
DELIVERY AND STORAGE
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Materials delivered to the site shall be inspected for damage, unloaded and
stored with a minimum of handling. Materials shall be handled in such a manner
as to insure no damage to the joint sealant materials. Storage facilities
shall be provided by the Contractor at the job site for maintaining materials
at temperatures recommended by the manufacturer.
PART 5
MEASUREMENT
5.1
Joint Sealer SS-S-1401C Non-Jet-Fuel Resistant will not be measured for
payment but will be considered as a subsidiary obligation of the Contractor,
covered under the price per cubic yard for concrete.
5.2
Joint Sealer SS-S-1614A Jet-Fuel-Resistant will be measured and paid for
by the pound of accepted quantities in-place.
PART 6 - PRODUCTS
6.1
SEALANTS
Shall conform to the following requirements:
Type II Sealant:
6.2
Fed. Spec.
SS-S-1401.
PRIMERS
The use of primers when recommended by the manufacturer of the proposed sealant
is authorized in accordance with the manufacturer's instructions.
PART 7 - EXECUTION
7.1
PREPARATION OF JOINTS
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Immediately before installation of the sealant, the joints shall be thoroughly
cleaned until all laitance, curing compound, filler, and protrusions of
hardened concrete are removed from the sides and upper edges of the joint space
to be sealed.
7.1.1
Sawing
A power-driven concrete saw shall be used to saw through sawed and filler-type
joints to loosen and remove material until the joint groove is clear and open
to the full specified width and depth. Loosened material shall be blown from
the joint.
7.1.2
Sandblast Cleaning
After sawing, the exposed concrete joint faces and the pavement surfaces
extending 1/2 inch from the edges of joints shall be sandblasted until the
surfaces are free of dust, dirt, curing compound, filler, and any other
material that might prevent bonding of the sealant to the concrete. After
cleaning and immediately prior to filling, the joints shall be blown out with
compressed air and left completely free of sand and water.
7.1.3
Separating and Blocking Media
Top portion of the joint shall be sealed with sealant to the depth indicated.
When sawed joints are used, the lower portion of the groove shall be plugged or
sealed off to prevent entrance of the sealant. The material used to seal off
the lower portion of the joint shall be readily compressible, nonshrinkable,
nonreactive with the sealant, and nonabsorptive, such as extruded butyl or
polychloroprene foam rubber. The blocking medium shall not melt or soften at
pouring temperature of the sealant and shall not be stretched during insertion
into the joint. Open joints that cannot be sealed under the conditions
specified herein shall be provided with an approved temporary seal to prevent
infiltration of foreign particles. Wet joints shall be dried prior to
installing sealants.
7.1.4
Sealing Joints
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No joint sealant shall be installed until the cleaned joints have been
inspected and approved. The joints shall be filled from the bottom up to
within 1/8 inch of the pavement surface, plus or minus 1/8 inch, using
equipment specified in paragraph EQUIPMENT for the type of sealing material to
be installed. Excess or spilled sealant shall be removed from the pavement and
discarded. Traffic shall not be permitted over newly sealed pavement until
authorized by the Contracting Officer. In no case shall Type II sealant be
installed using the gravity method and pouring pots. When a primer is supplied
by the manufacturer, it shall be applied evenly to the joint faces in
accordance with the manufacturer's recommendations. Joints shall be checked
frequently to insure that the newly installed sealant is cured to a tack-free
condition within 3 hours.
PART 8
8.1
INSPECTIONS
Joint Inspection
Joints shall be inspected during cleaning to correct improper equipment and
cleaning techniques that damage the concrete. Cleaned joints will be approved
prior to installing joint sealant.
8.2
Sealing Operations
Application equipment shall be inspected to assure conformance to temperature
requirements, and installation. Evidences of improper installation shall be
cause to suspend operations until causes of deficiencies are determined and
corrected.
8.3
Sealant Inspection
Sealant shall be inspected for proper rate of cure and set, bonding to concrete
surfaces of joint walls, cohesive separation within the sealant, reversion to
liquid, and entrapped air and voids. Sealants exhibiting any deficiencies will
be rejected. Sealants may be rejected at any time prior to final acceptance of
the project. Sealant which is rejected shall be removed from the joint, wasted,
and replaced at no additional cost to the Government.
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SECTION 02720
STORM-DRAINAGE SYSTEM
PART 1
1.1
GENERAL
SUMMARY
Not Applicable
1.2
REFERENCES
extent referenced.
designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 36
(1991) Corrugated Steel Pipe,
Metallic-Coated, for Sewers and Drains
AASHTO M 198
(1975; Rev 1994) Joints for
Circular Concrete Sewer and Culvert
Pipe Using Flexible Watertight Gaskets
ASTM A 48
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ASTM A 536
(1999el) Ductile Iron Castings
ASTM A 798
(1997a) Installing Factory-Made
Corrugated Steel Pipe
ASTM C 76
(1999) Reinforced Concrete
Culvert, Storm Drain, and Sewer Pipe
ASTM C 231
(1997el) Air Content of Freshly
Mixed Concrete by the Pressure Method
ASTM C 270
ASTM C 443
(1998) Joints for Circular
Concrete Sewer and Culvert Pipe, Using
Rubber Gaskets
ASTM C 655
(1995a) Reinforced Concrete D-Load
Culvert, Storm Drain, and Sewer Pipe
ASTM D 1056
(1998) Flexible Cellular
Materials - Sponge or Expanded Rubber
ASTM D 1171
(1996) Rubber Deterioration Surface Ozone Cracking Outdoors or
Chamber (Triangular Specimens)
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ASTM D 1751
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(1999) Preformed Expansion Joint
Filler for Concrete Paving and
Structural Construction (Nonextruding
and Resilient Bituminous Types)
ASTM D 1752
(1984; 1996el) Preformed Sponge Rubber
Cork Expansion Joint Fillers for
Concrete Paving and Structural
Construction
FS HH-G-156
(Rev D; Int Am 1) Gasket Material,
General Purpose; Rubber Sheets,
Strips, and Special Shapes
FS SS-S-210
(1981, Rev A; Am 1) Sealing Compound,
Preformed Plastic, for Expansion
Joints and Pipe Joints
FEDERAL STANDARD (FED-STD)
FED-STD 601
(1976,Basic; Notice 7) Rubber, Sampling
and Testing
1.3
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1.3.1
Circular Corrugated Metal Pipe (CMP) Culverts, CMP with Slotted
Drains, and Storm Drains
The length of pipe installed will be measured along the centerlines of the
pipe from end to end of pipe. Pipe will be paid for based on the pipe
diameter and the length of pipe. For example, if the contract unit price is
$1.50/IN LF, and the task order states 30 LF of 18 IN diameter corrugated
metal pipe to be installed, the total cost would be:
$1.50 x 30 LF x 18 IN = $810.00
Payment will constitute full compensation for pipe, joints, and bedding,
including trenching, excavation, backfill and compaction, and all incidental
labor, inspection, and all materials necessary to complete construction of
culverts or storm drains as required by this section of the specifications.
In no case will flow lines of new pipe exceed 7 feet in depth from the
finished surface.
1.3.2
Corrugated Metal Pipe Arch Culverts
The length of pipe installed will be measured along the centerline of the
pipe from end to end of pipe.
Pipe will be paid for based on the linear
feet of pipe installed.
Payment will constitute full payment for pipe,
joints,
and
bedding,
including
trenching,
excavation,
backfill
and
compaction, and all incidental labor, inspection, and material necessary to
complete construction of culverts as required. In no case will flow lines of
new pipe exceed 7 feet in depth from the finished surface.
1.3.3
Reinforced Concrete Culvert Pipe
joints,
and
bedding,
including
trenching,
excavation,
backfill
and
compaction, and all incidental labor, inspection, and material necessary to
complete construction of culverts as required. In no case will flow lines of
new pipe exceed 7 feet in depth from the finished surface.
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1.3.4
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Perforated PVC Pipe 6-Inch Diameter
joints, and bedding, geofabric, including trenching, excavation, backfill
and compaction, and all incidental labor, inspection, and material necessary
to complete construction of PVC PIPE as required. In no case will flow lines
of new pipe exceed 7 feet in depth from the finished surface.
1.3.5
Box Inlet/Manholes
Box Inlet/Manholes shall be paid for by the cubic yard per contract item
Concrete Box Inlet/Manhole.
The work shall be performed in conformance with
the specification section 03301 MISCELLANEOUS CONCRETE and the plans.
Payment
will
constitute
full
compensation
for
excavation,
formwork,
backfill,
and
compaction,
and
all
incidental
labor,
inspection,
reinforcement and materials, including frames and grates, necessary to
complete the work.
1.3.6
Headwalls
Headwalls shall be paid for by the cubic yard per contract item Concrete
Headwall. The work shall be performed in conformance with the specification
section
03301
MISCELLANEOUS
CONCRETE
and
the
plans.
Payment
will
constitute
full
compensation
for
excavation,
formwork,
backfill,
and
compaction, incidental labor, inspection, reinforcement and other materials
necessary to complete the work.
1.3.7
Concrete Erosion Retards
1.3.7.1
Applicable Specification
For Concrete Erosion Retards see Section 03301 Concrete Sidewalks
Curbs and Gutters and Erosion Retards for applicable specifications.
and
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1.3.8
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Removal of Headwalls and Erosion Retard
Removal of headwalls and erosion retard will be paid for by the cubic yard
of concrete removed at the contract unit price for reinforced concrete
removal.
1.3.9
Removal of Pipe Culverts and Storm Drains
Removal of pipe (all types) shall be paid by the linear feet of pipe
removed.
Payment shall constitute full compensation for all labor,
equipment, disposal and incidentals to the removal.
1.4
Certified copies of test reports demonstrating conformance to applicable
pipe specifications shall be delivered to the Contracting Officer after the
contract is awarded and before any pipe is installed. Certified test reports
will be provided for any change in pipe source. Concrete delivery tickets
indicating headwall or box inlet/manhole concrete.
1.5
1.5.1
Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling.
Materials shall not be stored directly
on the ground.
The inside of pipes and fittings shall be kept free of dirt
and debris.
Gasket materials and plastic materials shall be protected from
exposure to the direct sunlight over extended periods.
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Handling
Materials shall be handled in such a manner as to insure delivery to the
trench in sound, undamaged condition.
Pipe shall be carried to the trench,
not dragged.
PART 2
2.1
PRODUCTS
PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and shall
conform to the requirements for the following pertinent types:
2.1.1
Reinforced Concrete Pipe
ASTM C 76, Class III
2.1.2
Corrugated Steel Pipe
AASHTO M 36, zinc coated, Type I with annular or helical corrugations.
Coated sheet thickness shall be a minimum of 0.064 inches, with corrugations
of 2-2/3 in x 1/2 in, and the pipe shall be able to support an AASHTO H20
live loading.
2.2
DRAINAGE STRUCTURES
2.2.1
Inlets
Construction shall be of reinforced concrete complete with frames and covers
or gratings.
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Walls and Headwalls
Construction shall be as indicated in the plans and on the task order.
2.3
MATERIALS FOR DRAINAGE STRUCTURES
2.3.1
Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for 3000 psi concrete under Section 03301 Miscellaneous
Concrete.
2.3.2
Mortar
Mortar for pipe joints and connections to other drainage structures shall
conform to ASTM C 270, Type M, except the maximum placement time shall be 1
hour. The quantity of water in the mixture shall be sufficient to produce a
stiff workable mortar but in no case shall exceed 6 gallons of water per
sack of cement. Water shall be clean and free of harmful acids, alkalies,
and organic impurities. The mortar shall be used within 30 minutes after the
ingredients are mixed with water.
The inside of the joint shall be wiped
clean and finished smooth. The mortar head on the outside shall be protected
from air and sun with a proper covering until satisfactorily cured.
2.3.3
Frame and Cover or Gratings
Frame and cover or gratings shall be cast gray iron, ASTM A 48, or cast
ductile iron, ASTM A 536, Grade 65-45-12. Weight, shape, size, and waterway
openings for grates and curb inlets shall be as indicated on the plans or in
the task order. Frames and gratings shall withstand an AASHTO H20 live
loading.
2.4
JOINTS
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Concrete Pipe
2.4.1.1
Cement-Mortar Bell-and-Spigot Joint
The first pipe shall be bedded to the established gradeline, with the bell
end placed upstream.
The interior surface of the bell shall be carefully
cleaned with a wet brush and the lower portion of the bell filled with
mortar to such depth as to bring inner surfaces of abutting pipes flush and
even.
The spigot end of each subsequent pipe shall be cleaned with a wet
brush and uniformly matched into a bell so that sections are closely fitted.
After each section is laid, the remainder of the joint shall be filled with
mortar, and a bead shall be formed around the outside of the joint with
sufficient additional mortar. Cement mortar, finish, and protection of
joints
shall
be
as
specified
in
paragraph
"MATERIALS
FOR
DRAINAGE
STRUCTURES."
If mortar is not sufficiently stiff to prevent appreciable
slump before setting, the outside of the joint shall be wrapped or bandaged
with cheesecloth to hold mortar in place.
2.4.1.2
Cement-Mortar Oakum Joint for Bell-and-Spigot Pipe
A closely twisted gasket shall be made of jute or oakum of the diameter
required to support the spigot end of the pipe at the proper grade and to
make the joint concentric.
Joint packing shall be in one piece of
sufficient length to pass around the pipe and lap at top. This gasket shall
be thoroughly saturated with neat cement grout.
The bell of the pipe shall
be thoroughly cleaned with a wet brush, and the gasket shall be laid in the
bell for the lower third of the circumference and covered with mortar.
The
spigot of the pipe shall be thoroughly cleaned with a wet brush, inserted in
the bell, and carefully driven home.
A small amount of mortar shall be
inserted in the annular space for the upper two-thirds of the circumference.
The gasket then shall be lapped at the top of the pipe and driven home in
the annular space with a caulking tool.
The remainder of the annular space
then shall be filled completely with mortar and beveled at an angle of
approximately 45 degrees with the outside of the bell.
If mortar is not
sufficiently stiff to prevent appreciable slump before setting, the outside
of the joint thus made shall be wrapped with cheesecloth.
Placing of this
type of joint shall be kept at least five joints behind laying operations.
The cement mortar, finish, and protection of joints shall be as specified in
paragraph "MATERIALS FOR DRAINAGE STRUCTURES."
2.4.1.3
Cement-Mortar Diaper Joint for Bell-and-Spigot Pipe
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The pipe shall be centered so that the annular space is uniform. The annular
space shall be caulked with jute or oakum.
Before caulking, the inside of
the bell and the outside of the spigot shall be cleaned.
2.4.1.3.1
Diaper Bands - Diaper bands shall consist of heavy cloth fabric
to hold grout in place at joints and shall be cut in such lengths that they
will extend one-eighth of the circumference of pipe above the spring line on
one side of the pipe and up to the spring line on the other side of the
pipe.
Longitudinal edges of fabric bands shall be rolled and stitched
around two pieces of wire. Width of fabric bands shall be such that after
fabric has been securely stitched around both edges on wires, the wires will
be uniformly spaced not less than 8 inches apart. Wires shall be cut into
lengths to pass around pipe with sufficient extra length for the ends to be
twisted at top of pipe to hold the band securely in place; bands shall be
accurately centered around lower portion of joint.
2.4.1.3.2
Grout - Grout shall be poured between band and pipe from only
the high side of band, until grout rises to the top of band at the spring
line of pipe, or as nearly so as possible, on the opposite side of pipe, to
insure a thorough sealing of joint around the portion of pipe covered by the
band.
Silt, slush, water, or polluted mortar grout forced up on the lower
side shall be carefully forced out by pouring and removed.
2.4.1.3.3
Remainder of Joint - The remaining unfilled upper portion of the
joint shall then be filled with mortar and a bead formed around the outside
of this upper portion of the joint with a sufficient amount of additional
mortar.
The diaper shall be left in place. Placing of this type of joint
shall be kept at least five joints behind actual laying of pipe.
No
backfilling around joints shall be done until joints have been fully
inspected and approved.
The cement mortar, finish, and protection of joints
shall be as specified in paragraph "MATERIALS FOR DRAINAGE STRUCTURES."
2.4.1.4
Cement-Mortar Tongue-and-Groove Joint
The first pipe shall be bedded carefully to the established gradeline with
the groove upstream. A shallow excavation shall be made underneath the pipe
at the joint and filled with mortar to provide a bed for the pipe. The
grooved end of the first pipe shall be carefully cleaned with a wet brush,
and a layer of soft mortar applied to the lower half of the groove. The
tongue of the second pipe shall be cleaned carefully with a wet brush; while
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in the horizontal position, a layer of soft mortar shall be applied to the
upper half of the tongue. The tongue end of the second pipe then shall be
inserted in the grooved end of the first pipe until mortar is squeezed out
on interior and exterior surfaces. Sufficient mortar shall be used to fill
the joint completely and to form a bead on the outside. The cement mortar,
finish, and protection of joints shall be as specified in paragraph
"MATERIALS FOR DRAINAGE STRUCTURES."
2.4.1.5
Cement-Mortar Diaper Joint for Tongue-and-Groove Pipe
The joint shall be of the type described for cement-mortar tongue-and-groove
joint in this paragraph, except that the shallow excavation directly beneath
the joint shall not be filled with mortar until after a gauze or cheesecloth
band dipped in cement mortar has been wrapped around the outside of the
joint.
The cement-mortar bead at the joint shall be at least 1/2-inch
thick, and the width of the diaper band shall be at least 8 inches.
The
diaper shall be left in place.
Placing of this type of joint shall be kept
at least five joints behind the actual laying of the pipe. No backfilling
around the joints shall be done until the joints have been fully inspected
and approved.
The cement mortar, finish, and protection of joints shall be
as specified in the paragraph "MATERIALS FOR DRAINAGE STRUCTURES."
2.4.1.6
Plastic Sealing Compound Joints for Tongue-and-Grooved Pipe
2.4.1.6.1
Materials - Design of joints and physical requirements for
preformed plastic sealing compound shall conform to FS SS-S-210.
2.4.1.6.2
Installation - Sealing compounds shall follow the recommendation
of
the
particular
manufacturer
in
regard
to
special
installation
requirements. Surfaces to receive lubricants, primers, or adhesives shall be
dry and clean. Sealing compounds shall be affixed to the pipe not more than
3 hours prior to installation of the pipe, and shall be protected from the
sun, blowing dust, and other deleterious agents at all times. Sealing
compounds shall be inspected before installation of the pipe, and any loose
or improperly affixed sealing compound shall be removed and replaced. The
pipe shall be aligned with the previously installed pipe, and the joint
pulled together.
If, while making the joint with mastic-type sealant, a
slight protrusion of the material is not visible along the entire inner and
outer circumference of the joint when the joint is pulled up, the pipe shall
be removed and the joint re-made.
After the joint is made, all inner
protrusions will be cut off flush with the inner surface of the pipe.
If
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nonmastic-type sealant material is used, the "Squeeze-Out" requirement above
shall be waived.
2.4.1.7
Resilient Gasket Joint for Concrete Pipe
2.4.1.7.1
Materials - Flexible watertight joints shall be made with
plastic or rubber-type gaskets for concrete pipe.
The design of joints and
the physical requirements for plastic gaskets shall conform to AASHTO M 198,
and rubber-type gaskets shall conform to ASTM C 443 or AASHTO M 198.
Factory-fabricated resilient joint materials shall conform to ASTM C 425.
Gaskets shall have not more than one factory-fabricated splice, except that
two factory-fabricated splices of the rubber-type gasket are permitted if
the nominal diameter of the pipe being gasketed exceeds 54 inches.
2.4.1.7.2
Installation - Gaskets and jointing materials shall be as
recommended by the particular manufacturer in regard to use of lubricants,
cements, adhesives, and other special installation requirements.
Surfaces
to receive lubricants, cements, or adhesives shall be clean and dry. Gaskets
and jointing materials shall be affixed to the pipe not more than 24 hours
prior to the installation of the pipe, and shall be protected from the sun,
blowing dust, and other deleterious agents at all times. Gaskets and
jointing materials shall be inspected before installing the pipe; any loose
or improperly affixed gaskets and jointing materials shall be removed and
replaced. The pipe shall be aligned with the previously installed pipe, and
the joint pushed home. If, while the joint is being made the gasket becomes
visibly dislocated the pipe shall be removed and the joint remade.
2.4.2
Corrugated Metal Pipe
Transverse field joints shall be of such design that the successive
connection of pipe sections will form a continuous line free of appreciable
irregularities in the flow line.
In addition, the joints shall meet the
general performance requirements described in ASTM A 798.
Suitable
transverse field joints which satisfy the requirements for one or more of
the joint performance categories can be obtained with the following types of
connecting
bands
furnished
with
suitable
band-end
fastening
devices:
corrugated bands, bands with projections, flat bands, and bands of special
design that engage factory reformed ends of corrugated pipe.
The space
between the pipe and connecting bands shall be kept free from dirt and grit
so that corrugations fit snugly.
The connecting band, while being
tightened, shall be tapped with a soft-head mallet of wood, rubber or
plastic, to take up slack and insure a tight joint.
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2.4.2.1
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Field Joints
Field joints for each type of corrugated metal pipe shall maintain pipe
alignment during construction and prevent infiltration of fill material
during the life of the installations.
The type, size, and sheet thickness
of the band and the size of angles or lugs and bolts shall be as specified
in the applicable standards or specifications for the pipe.
PART 3
3.1
EXECUTION
EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES
Excavation of trenches and for appurtenances and backfilling for culverts
and storm drains shall be in accordance with the applicable portions of
Section 02222 EXCAVATION, TRENCHING, AND BACKFILLING FOR STORM-DRAINAGE
SYSTEMS.
3.2
PLACING PIPE
3.2.1
Concrete Pipe
Laying shall proceed upgrade with spigot ends of bell-and-spigot pipe and
tongue ends of tongue and groove pipe joints in the direction of flow.
3.2.2
Circular Concrete Pipe with Elliptical Reinforcing
Placement shall be so that reference lines designating top of pipes will be
not more than five degrees from the vertical plane through the longitudinal
axis of the pipe.
In all backfilling operations care shall be taken to
prevent damage to or misalignment of the pipe.
3.2.3
Multiple Culverts
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Where multiple lines of pipe are installed, adjacent sides of pipe shall be
at least half the nominal pipe diameter or one foot apart, whichever is
greater.
3.2.4
Corrugated Metal Pipe and Pipe Arch
Laying shall be with the separate sections joined firmly together, with the
outside
laps
of
circumferential
joints
pointing
upstream
and
with
longitudinal laps on the sides.
3.2.5
Perforated PVC Pipe 6-Inch Diameter (French Drains)
Pipe shall be laid upgrade with ends firmly secured and glued to couplings.
Perforated pipe shall be laid with slots facing upwards. French drains shall
have geofabric laid in trench, 1” nominal diameter bedding placed shall be
minimum 6”, and pipe shall be secured at ends. Backfill with aggregate no
less than 8” above pipe.
Fold and secure geofabric over aggregate.
Backfill may be completed over trench. Minimal cover above pipe shall be 18
inches to surface grade.
The geotech fabric shall have a 12 inch overlap.
Minimal trench width shall be 18 inches.
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SECTION 02834
WHEEL STOP REMOVAL AND REPLACEMENT
PART 1
1.1
GENERAL
SUMMARY
Not Applicable
1.2
REFERENCES
extent referenced.
designation only.
ASTM A 615
(1987) Deformed and Plain Billet Steel
ASTM C 33
(1990) Specification for Concrete
Aggregates
ASTM C 94
(1990) Specification for Ready Mixed
Concrete
1.3
"New Wheel Stops" and "Removal and/or Replacement of Wheel Stops" shall be
measured and paid for on a unit basis.
The contract unit price for wheel
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stops shall include the cost of new anchor rods.
The contract item for
"Removal and/or Replacement of Wheel Stops" covers four separate instances
as follows:
1.3.1
Removal and disposal of existing wheel stops.
1.3.2
Removal and reinstallation of existing wheel stops.
1.3.3
Installation of new wheel stops.
Wheel stops damaged by the Contractor shall be replaced at no cost to
the Government.
PART 2
2.1
PRODUCTS
CONCRETE WHEEL STOPS
Concrete and reinforcing steel used in the construction of wheel stops shall
conform to the requirements of SECTION 02511 Concrete Sidewalks and Curbs
and Gutters, and details on the plans.
Details for like or equal wheel
stops may be submitted for approval.
PART 3
3.1
EXECUTION
PREPARATION
Areas to be overlayed or seal coated shall be cleared of old wheel stops and
anchor rods.
Reusable materials shall be stored in a location out of the
way of traffic and work areas.
Prior to removal, all wheel stops to be
removed and replaced with new shall be marked by the Contracting Officers
Representative.
Prior to removal, placement shall be marked or measured to
provide for resetting wheel stops in the original location.
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REPLACEMENT
Wheel stops shall be replaced with existing, reusable wheel stops or with
new wheel stops within 24 hours after paving, unless otherwise directed by
Wheel stops shall be anchored according to the
plans.
The Contractor shall furnish new anchor rods for each reusable or
new wheel stop at no additional cost to the Government.
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SECTION
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02900
PAVEMENT MARKING TEMPORARY AND PERMANENT
I
PERMANENT PAVEMENT MARKING
PART 1
APPLICABLE PUBLICATION
extent referenced. The publications are referred to in the text by the basic
designation only.
1.1
TEXAS STATE DEPARTMENT OF HIGHWAYS AND PUBLIC TRANSPORTATION 2004
STANDARD SPECIFICATION FOR CONSTRUCTION OF HIGHWAY, STREETS AND BRIDGES
(TSDHPT)
Item 666
Reflectorized Pavement Markings
Item 668
Prefabricated Pavement Markings
Item 672
Raised Pavement Markers
Item 677
Eliminating Existing Pavement
Markings And Markers
Item 678
Pavement Surface Preparation for
Markings
PART 2
Pavement striping and marking with paint materials and thermoplastic
type materials. All striping and re-stiping will adhere to TxDot Pavment
Marking Handbook revised Aug 2004.
A. Survey existing conditions before placements of paving markings. If
existing condition is found to be not in alignment with the centerline
of the travelway, then notify the COR immediately. Any markings placed
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without prior notice of the COR and found to be out of alignment shall
be replaced to government approval at no cost to the government.
B. Unless noted on the plans or with given approval by the COR; existing
striping that is to be restriped shall be completely removed per TxDOT
Pavement Marking Handbook and TxDOT Specification section 677.
C. All striping shall be cleaned and touched up per government approval
prior to acceptance.
2.1
Reference TSDHPT Item 666 Reflectorized Pavement Markings paragraphs
666.1 thru 666.5. Paragraph 666.2.(3) Source of Supply, specifies that all
Type II marking material paints shall be purchased from the Department.
Disregard this requirement. All Type II marking material paints shall be
purchased from the open market. The scope of work for pavement striping and
marking with paint material and thermoplastic material shall also include
symbols and letters for example: turning and straight ahead arrows, and stop
ahead lettering.
2.2
Measurement and Payment
2.2.1
Pavement Striping and Marking with Paint Material.
2.2.1.1
The unit of measure for pavement striping and marking with paint
material shall be in the number of linear feet of 4-inch wide reflective
striping and marking actually completed and accepted by the Contracting
Officer.
Note: a 6-inch wide stripe will be paid at the rate of 1 1/2 times
the amount for a 4-inch stripe. The payment will be at the contract unit
price.
2.2.2
Pavement Striping and Marking with Hydrocarbon Thermoplastic
Material.
2.2.2.1
The unit of measurement for pavement striping and marking with
hydrocarbon thermoplastic material shall be the number of linear feet of 4inch wide stripe actually completed and accepted by the Contracting Officer.
Note: a 6-inch wide stripe will be paid for at the rate of 1 ½ the payment
will be at the contract unit price.
PART 3
Pavement Striping and Marking with Preformed Paint Material
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3.1
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Reference TSDHPT Item 668 Prefabricated Pavement Markings paragraphs
668.1 thru 668.5. The scope of work shall also include symbols and letters
for example: turning and straight ahead arrows, and stop ahead lettering.
3.2
3.2.1
The unit of measure for preformed paint material shall be in the
number of square feet actually completed and accepted by the Contracting
Officer. The payment will be at the contract unit price.
PART 4
Pavement Surface Preparation for Striping and Marking
4.1
Reference TSDHPT Item 678 Pavement Surface Preparation for Markings.
4.2
4.2.1
Pavement Striping and Marking Surface Preparation for New Concrete
Surfaces
4.2.1.1
The unit of measure for pavement striping and marking surface
preparation for new concrete surfaces shall be in the number of square feet
actually completed and accepted by the Contracting Officer. The payment will
be at the contract unit price.
4.2.2
Pavement Striping and Marking Surface Preparation for all surfaces
excluding New Concrete Surfaces
4.2.2.1
The unit of measure for pavement striping and marking surface
preparation for all other surfaces shall be in the number of square feet
actually completed and accepted by the Contracting Officer. The payment will
be at the contract unit price.
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PART 5
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Pavement Striping and Marking Removal
5.1
Reference TSDHPT Item 677 Eliminating Existing Pavement Marking and
Markers paragraphs 677.1, and 677.3. In paragraph 677.3 disregard
subparagraph 677.3(1)a and b. In subparagraph 677.3(4) disregard the
following:
Damage, such as spalling, shelling, etc. greater than 1/4 inch in
depth, caused to asphaltic surfaces resulting from the removal of pavement
markers shall be repaired by application of a two(2) foot wide surface
treatment for longitudinal markers with no directional change or a minimum
of one (1) lane width surace treatment in areas where directional changes
of traffic are involved.
5.1.1
Paint Striping and Marking Removal for Concrete Surfaces
5.1.1.1
The unit of measure for paint striping and marking removal for
concrete surfaces shall be in the number of square feet actually completed
and accepted by the Contracting Officer. The payment will be at the contract
unit price.
5.1.2
Paint Striping and Marking Removal for Asphaltic Concrete Surfaces
5.1.2.1
The unit of measure for paint striping and marking removal for
asphaltic concrete surfaces shall be in the number of square feet actually
the contract unit price.
PART 6
Raised Pavement Markers
6.1
Reference TSDHPT Item 672 Raised Pavement Markers paragraph 672.1 thru
672.4.
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6.2.1
The unit of measure for the raised markers is the number of markers
each in the respective type of marker. The payment will be at the contract
unit price.
II
TEMPORARY PAVEMENT MARKING
Construction operations that destroy existing traffic lane markings or new or
new paving operations require temporary roadway marking during the interim
period prior to the permanent pavement striping operation.
PART 7
7.1
Temporary Flexible-Reflective Roadway Marker Tabs
Body of Flexible-Reflective Marker Tab
The body of the marker shall consist of a base and vertical wall made of
polyurethane, elastomer.
The base shall be 4 plus or minus 1/8 inches in length and from 1.0 to 2.5
inches in width. To the bottom of the base shall be affixed a butyl rubber
or other approved adhesive pad with an easily removed protective covering.
The adhesive pad shall be approximately 1/8 inch thick, 3/4 inch wide and 4
inches long.
The vertical wall shall be 4 plus or minus 1/8 inches long with a minimum
height of 2.0 inches and a maximum height of 3.0 inches. To the upper
portion of the vertical wall shall be affixed a reflective material. The
reflective material shall not exceed 1.0 inch in width and be the approximate
length of the vertical wall. The reflective material shall be protected with
an easily removable cover of heat resistant material capable of withstanding
and protecting the reflective material from application of 400 F asphalt.
Stapling or clipping devices used to retain the protective cover shall not
protrude through the reflective material.
7.2
Color of Flexible-Reflective Marker Tab
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The color of the Flexible-Reflective Marker Tab shall be as specified.
Yellow marker with amber reflective area on both sides, or white marker with
white or silver reflective area on one side.
7.3
Flexibility and Deformation Resistance
The vertical wall of the tabs shall be sufficiently flexible to bend under
normal traffic and sufficiently resistant to permanent deformation to pass
the following road test.
Affix five (5) tabs at two (2) foot intervals on an asphaltic pavement in a
line. Using a medium size sedan, run over the tabs with front and rear
wheels
at a speed of 35 to 40 miles per hour, four times in each direction.
test shall be conducted when air temperature is above 50 F.
Road
The tabs shall be considered sufficiently flexible and resistant to
deformation if after the road test all tabs are intact, the reflective
material is still adhered to the vertical wall and exhibits no apparent
visual damage, and the top of the vertical wall is within 30 degrees of the
vertical line through the base of the vertical wall.
7.4
Flexible-Reflective Marker Tabs shall be measured and paid for each in place.
Payment shall include all labor, equipment, tools, supplies, and incidentals
necessary to complete the work. Payment shall also include removal of the
tabs as directed by the Contracting Officer.
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SECTION
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02920
PERMANENT TRAFFIC SIGNS
Description - This specification shall govern for furnishing, fabrication and
erection of single piece reflectorized sheet aluminum signs and sign posts with
concrete foundations. Also, removal of existing signs with posts and
foundations.
1.1
REFERENCES
Texas Department Of Transportation Standard Specifications For Construction And
Maintenance Of Highways, Streets And Bridges (TSDHSB), 1995 - in its entirety.
U.S. Department Of Transportation Federal Highway Administration Manual On
Uniform Traffic Control Devices (MUTCD), 1988 - in its entirety.
1.2
MATERIALS
1.2.1
Sign Blanks
Sign blank substrates shall conform with Departmental Materials Specification
D-9-7110 (TSDHSB) and shall be of the sizes shown and thickness of 0.125
inches.
1.2.2
Sign Face Reflectorization
Sign faces shall be reflectorized with flat surface reflective sheeting and
shall be the colors and types shown on the plans.
The reflective sheeting
shall be from the same manufacturer for all signs of the same color and
sheeting type.
Sheeting shall be in accordance with Departmental Materials
Specification D-9-8300(TSDHSB).
1.2.3
Sign Messages
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Sign messages shall be the sizes, types and as indicated per the (MUTCD).The
sign message material for all signs of the same sheeting type and color shall
be from the same manufacturer.
1.2.3.1
Screened messages shall have clean sharp edges.
Messages and
backgrounds shall have no runs, sags or voids and shall exhibit uniform color
and reflectivity.
Screen inks shall conform to Departmental Materials
Specification D-9-8300 (TSDHSB).
1.2.3.2
Reflectorized sheeting legend shall be made from materials
conforming to Departmental Materials Specification D-9-8300 (TSDHSB).
Unless
otherwise shown on the plans, legend material shall be the same sheeting type
as the sign face.
1.2.3.3
Non-reflectorized sheeting legend shall be made from materials
conforming to Departmental Materials Specification D-9-8320 (TSDHSB).
1.2.4
Hardware
All bolts, nuts, washers, lock washers, screws and other sign assembly hardware
shall be galvanized steel, stainless steel or dichromate sealed aluminum, in
conformance to Departmental Materials Specification D-9-7120 (TSDHSB).
When
dissimilar metals are used, the metals shall be so selected or insulated to
prevent corrosion.
1.2.5
Sign Types
Typical sign types are depicted on the last page of this specification.
sign types referenced by the (MUTCD) may be required.
1.2.6
Other
Sign Posts
Sign Posts shall be steel pipe manufactured from steel conforming to ASTM A569,
cold-rolled and coated with a minimum of 0.9 ounces of zinc per square foot, a
minimum of 0.9 ounces of zinc per square foot, a minimum of 15 micrograms of
zinc chromate per square inch and a minimum of 0.3 mils cross link polyurethane
acrylic exterior coating.
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Out side Dimension, Inches
Wall Thickness, Inches
2.375
0.130
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Sign Post Footing
The footing shall be 3000 psi concrete. The size shall be 1 foot in diameter by
2 feet 6-inches in depth.
The sign post shall extend to the bottom of the
footing.
1.3
FABRICATION
1.3.1
Sign Blanks
Sign blanks shall be the sizes and shapes shown on the plans, free of buckles,
warps, burrs, dents, cockles and other defects resulting from fabrication.
Sign face surface variation shall not exceed five (5) millimeters per 0.5
meter.
All fabrication of sign blanks, including cutting and drilling or punching of
holes, shall be completed prior to cleaning, degreasing and application of the
reflective sheeting. Following cleaning, the blanks shall not come in contact
with grease, oils or contaminants prior to application of the reflective
sheeting.
1.3.2
Sheeting Application
Sheeting shall be applied to sign blanks in conformance with the recommended
procedures of the manufacturer of the sheeting. When splicing of sheeting is
necessary, the number of splices shall be held to a minimum. Splices shall be
a minimum six (6) millimeters lap. The minimum dimension for any one (1) piece
of sheeting material shall be 0.3 meter.
Signs screened with transparent
screen inks shall not be spliced.
1.3.3
Attachment Hardware
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Prior to erection of the signs, all attachment hardware visible on the sign
faces shall be painted similar in color to the immediately adjacent sign face.
1.5
STORAGE AND HANDLING
Completed sign blanks and completed signs shall be shipped, handled and stored
in such a manner that corners, edges and faces are not damaged. Any damage to
the sign faces which is not visible, when viewed at a distance of 15 meters,
will be acceptable. Unacceptable signs shall be replaced by the Contractor at
the Contractor's expense. Finished signs shall be stored off the ground in a
vertical position and protected from the weather until erected.
1.6
DECALS
Sign identification decals shall be coded and applied in accordance with Item
643, "Sign Identification Decals"(TSDHSB).
1.7
CLEANING
Completed signs shall be washed with a biodegradable cleaning solution
acceptable to the manufacturers of the sheeting and screen ink to remove all
grease, oil, dirt, smears, streaks, finger marks and other foreign material
prior to shop inspection and again prior to final inspection after erection.
1.8
1.8.1
Sign Face
The Sign Face shall be measured and paid for by the square inch.
1.8.2
Sign Post with Footing
The Sign Post with Footing shall be measured and paid for as a unit of 1 each.
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1.8.3
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Removal of Existing Sign with Post and Footing
Removal of Existing Sign with Post and Footing shall be measured as a unit of 1
each.
These prices shall be full compensation for furnishing sign blanks; for
fabrication of the sign blanks; for any treatment of sign blanks that might be
required prior to application of the background materials; for application of
the background materials and messages to the sign blanks; for furnishing all
bolts, rivets, screws, fasteners, clamps, brackets and sign support
connections; for assembling and erecting the signs; for washing and cleaning
the signs; and for all other materials, labor, tools, equipment and incidentals
necessary to
supply and install the sign post and footing , and all costs
associated with removing and transporting existing sign with footing to a
designated dump site.
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SECTION 02922
SOIL SURFACE EROSION CONTROL
07 JUNE 11
PART 1
1.1
GENERAL
SUBMITTALS
The following shall be submitted in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SWP3 Requirements
Watering Plan
SD-03 Product Data
Hydroseeding
Seed Mixtures
Hydraulically Applied Erosion Control Products
SD-06 Test Reports
Soil Test Reports
Weekly water usage report
SD-08 Manufacturer's Instructions
Hydroseeding
Seed Mixtures
Hydraulically Applied Erosion Control Products
1.2
SWP3 Requirements
Storm Water Pollution Prevention Plan (SWP3) shall be prepared and submitted
to the government COR in accordance with TXR General Permit 150000.
Once approved by the DPW Environmental Divison and accepted by the government
COR, the contractor shall submitt required documentation to TCEQ and provide
validation of permit coverage to the government COR.
Note: Reference the plans for SWP3 requirement.
for every project.
1.3
A SWP3 may not be required
Watering Plan
Contractor shall be responsible for establishing watering procedures and
frequency in order to establish stabilized vegetation to meet the
requirements of the submitted SWP3 or 70% revegitative coverage (if no SWP3
was required). Watering methods shall not impare vehicular or pedestrian
traffic, shall be maintained, and shall remain in good condition until
removal. Uncontrolled release of water from site is not permitted.
Contractor shall be responsible for providing, using, and monitoring backflow
preventer and water meter on water source for watering purposes. A weekly
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water usage report shall be submitted to the COR with water consumption used
during watering.
Watering is not permitted between the hours of 10:00 pm and 2:00 pm (do not
water in the morning). Watering shall not exceed 54,308 gallons per acre per
week (2 inches per week). In after 3 weeks of watering no substantial
germination has occurred, COR shall be notified, and contractor will be
required to evaluate the areas of no growth and provide the Government with
additional options to reach compliance.
1.4
Quality Assurance
The installer shall be certified by the manufacturer for training and
experience installing the material.
1.5
Scheduling
Submit a construction work sequence schedule, with the [ state or local
government approved] [approved] erosion control plan a minimum of 30 days
prior to start of construction. The work schedule shall coordinate the
timing of land disturbing activities with the provision of erosion control
measures to reduce on-site erosion and off-site sedimentation. Coordinate
installation of temporary erosion control features with the construction of
permanent erosion control features to assure effective and continuous control
of erosion, pollution, and sediment deposition. Include a vegetative plan
with planting and seeding dates and fertilizer, lime, and mulching rates.
Distribute copies of the work schedule and erosion control plan to site
subcontractors. Address the following in the erosion control plan:
a. Statement of erosion control and stormwater control objective.
b. Description of temporary and permanent erosion control, stormwater
control, and air pollution control measures to be implemented on site.
c. Description of the type and frequency of maintenance activities
required for the chosen erosion control methods.
d. Comparison of proposed post-development stormwater runoff conditions
with predevelopment conditions.
1.6
Warranty
Erosion control material shall have a warranty for use and durable condition
for project specific installations. Temporary erosion control materials
shall carry a minimum eighteen month warranty. Permanent erosion control
materials shall carry a minimum three year warranty.
1.7
1.7.1
DEFINITIONS
Pesticide
Any substance or mixture of substances, including biological control agents,
that may prevent, destroy, repel, or mitigate pests and are specifically
labeled for use by the U.S. Environmental Protection Agency (EPA). Also, any
substance used as a plant regulator, defoliant, disinfectant, or biocide.
Examples of pesticides include fumigants, herbicides, insecticides,
fungicides, nematicides, molluscicides, and rodenticides.
The bid item HERBICIDE shall be measured and paid for by the square foot of
application that has been approved.
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1.7.2
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Planter Beds
A planter bed is defined as an area containing one or a combination of the
following plant types: shrubs, vines, wildflowers, annuals, perennials,
ground cover, [and a mulch topdressing] excluding turf. Trees may also be
found in planter beds.
1.8
DELIVERY, STORAGE, AND HANDLINGSub Title
1.8.1
Delivery
Deliver fertilizer, [gypsum, ] [iron] to the site in original containers
bearing manufacturer's chemical analysis, name, trade name, or trademark, and
indication of conformance to state and federal laws. Instead of containers,
fertilizer, [gypsum] may be furnished in bulk with a certificate indicating
the above information.
1.8.2
Storage
1.8.3
Fertilizer, [Lime], [Iron, ] [Mulch] Storage
Material shall be stored in designated areas. [Lime and] fertilizer shall be
stored in cool, dry locations away from contaminants.
1.8.4
Antidessicants Storage
Do not store with fertilizers or other landscape maintenance materials.
1.8.5
Handling
Do not drop or dump materials from vehicles.
PART 2
2.1
PRODUCTS
Mulch
Mulch shall be free from weeds, mold, and other deleterious materials.
materials shall be native to the region.
2.2
Mulch
Straw
Straw shall be stalks from oats, wheat, rye, barley, or rice, furnished in
air-dry condition and with a consistency for placing with commercial mulchblowing equipment.
2.3
Hay
Hay shall be native hay, sudan-grass hay, brommsedge hay, or other herbaceous
mowings, furnished in an air-dry condition suitable for placing with
commercial mulch-blowing equipment.
2.4
Wood Cellulose Fiber
Wood cellulose fiber shall be 100 percent recycled material and shall not
contain any growth or germination-inhibiting factors and shall be dyed with
non-toxic, biodegradable dye an appropriate color to facilitate placement
during application. Composition on air-dry weight basis: a minimum 9 to a
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pH. [See section 01 33 29 LEED (tm) DOCUMENTATION for cumulative total
recycled content requirements. This item may contain post-consumer or postindustrial recycled content]. [Wood cellulose fiber shall not contain
environmentally hazardous levels of heavy metals. Materials may be bulk
tested or tested by toxicity characteristic leaching procedure (TCLP).]
2.5
Paper Fiber
Paper fiber much shall be 100 percent post-consumer recycled news print that
is shredded for the purpose of mulching seed. [See section 01 33 29 LEED
(tm) DOCUMENTATION for cumulative total recycled content requirements.]
2.6
Shredded Bark
Locally shredded material shall be treated to retard the growth of mold and
fungi.
2.7
Wood By-Products
Wood locally chipped or ground bark shall be treated to retard the growth of
mold and fungi. Gradation: A maximum 50 mm 2 inch wide by 100 mm 4 inch
long.
2.8
Coir
Coir shall be manufactured from 100 percent coconut fiber and cured in fresh
water for a minimum of 6 months.
2.9
Asphalt Adhesive
Asphalt adhesive shall conform to the following to the following: Emulsified
asphalt, conforming to ASTM D 977, Grade SS-1; and cutback asphalt,
conforming to ASTM D 2028, Designation RC-70.
2.10
Sod
Unless otherwise indicated in plans, sod shall be installed around perimeter
of all new hardscape (i.e. pavement, utility pads, drain inlets) and new
facilities, extending 10 feet in all directoins. Sod shall be installed over
prepared topsoil. Sod shall be Bermuda for designated urban areas and
Buffalograss for designated rural areas. Sod shall be laid without gaps,
offset in a brick pattern, rolled, and watered regularly. Payment of sod,
determined as specified above, will be paid for at respective contract unit
prices.
Payment shall constitute full compensation for preparing or
reconditioning the subgrade; for furnishing 4-inches of new topsoil as
required; all materials, equipment, plant, and tools; and for labor and other
incidentals necessary to complete work required.
Storage
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Sod shall be stored in designated areas and kept in a moist condition by
watering with a fine mist, and covered with moist burlap, straw, or other
covering.
Covering shall allow air to circulate, preventing internal heat
from building up.
Sod shall be protected from exposure to wind and direct
sunlight until installed.
Quality
Sod shall be relatively free of thatch, diseases, nematodes, soil-borne
insects, weeds or undesirable plants, stones larger than 1 inch in diameter,
woody plant roots, and other materials detrimental to a healthy stand of grass
plants. Broadleaf weeds and patches of foreign grasses shall be a maximum 2
percent of the sod section.
The entire area shall be firmed with a roller not exceeding 90 pounds per foot
roller width.
Slopes over a maximum 3-horizontal-to-1 vertical shall not be
rolled.
2.11
SEED MIXTURES
All seed used shall be from the previous season's crop. It shall meet the
requirements of the Texas Seed Law, including testing and labeling for pure
live seed. All references to seed quantities below are stated in pounds of
pure live seed. Hybrid seeds will not be accepted.
2.11.1
Designated Urban Areas Warm Season Seeding
As designated in drawings, urban area seed mixture shall include hulled
Bermuda grass seed, hulled Buffalograss seed, blue grama seed, sideoats grama
seed, little bluestem seed, and green sprankgletop. Warm season seeding
shall be performed between 1 March and 31 August. Application shall include a
total of 40 pounds of seed per acre, with 15 of the pounds per acre bermuda
seed.
2.11.2
Designated Rural Areas Warm Season Seeding
As designated in drawings, rural area seed mixture shall include hulled
Buffalograss seed, blue grama seed, sideoats grama seed, little bluestem
seed, and green sprankgletop. Warm season seeding shall be performed between
1 March and 31 August. Application shall include a total of 40 pounds of seed
per acre, with 15 of the pounds per acre buffalograss seed.
2.11.3
Wildflower Seeding
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When designated in the drawings, an annual & perennial wildflower mix
composed of native species shall be applied. Unless plans say otherwise,
wildflower mix shall always be applied with grass seed mixtures. Application
shall include a total of 20 pounds of seed per acre, native Texas wildflower
mix.
2.11.4
Fall and Winter Seeding
If seeding takes place between the months of September and February, an
application of perennial rye grass seed and un-hulled buffalograss seed (for
rural areas) or bermuda seed (for urban areas) shall be performed, in
compliance with temporary and permanent TPDES for erosion control measures
and should be no less than 15 lbs per half acre live seed. Application shall
include a total of 40 pounds per acre of rye grass seed and 20 pounds per
half-acre of un-hulled buffalograss or bermuda seed.
2.11.5
Temporary Vegetative Seeding
Perennial rye grass seed shall be used in lieu of temporary vegetative
seeding.
2.12
HYDROSEEDING
All references to hydromulching and/ or hydroseeding shall be considered
hydroseeding. Hydroseeding only shall be applied up to 6(H):1(V). Hydroseed
shall include seed mixture stated in paragraph 2.2 SEED MIXTURES. Fertilizer
mixture may be either granular or liquid and shall compliment the soil
chemistry. A tackifier shall be included in the mixture. Dye shall be green
in color. Cellulose fiber or wood fiber mulch may be used, either bale or
pellet type. Mulch shall be 100% recycled material and meets USDA biobased
material requirements. Co-polymers shall be used. Hydroseeding shall be
applied at a rate to cover approximately 75% of ground; actual pounds per
acre shall be based on coverage rate and type of mulch used. Seed and
fertilizer shall be added to water and thoroughly mixed at the
rates
specified The wood cellulose fiber mulch shall be added at the rate
specified after the seed, fertilizer and water have been thoroughly mixed,
to produce a homogeneous slurry. Slurry shall be uniformly applied under
pressure over the entire area. The hydroseeded area shall not be rolled.
Do not hydroseed when the wind velocity prevents uniform distribution
2.13
HYDRAULICALLY APPLIED EROSION CONTROL PRODUCTS
Contractor shall field-verify slopes on project site requiring re-vegetation.
Hydroseeding only shall be applied up to 6(H):1(V). For slopes greater than
6(H):1(V), Flexterra FGM, ECO FLEX HD (or equivalent product) shall be
applied in conjunction with seed application.
2.14
EROSION CONTROL BLANKETS
Erosion control blanket shall not be permitted unless stated otherwise.
PART 3
3.1
EXECUTION
CONDITIONS
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Perform erosion control operations under favorable weather conditions.
Controls shall be installed in accordance with the approved SWP3 and shall be
installed prior to the start of sitework.
Erosion control measures may be adjusted to meet field conditions as required
by state and federal regulations.
3.2
Protecting Existing Vegetation
When there are established lawns in the work area, the turf shall be covered
and/or protected or replaced after construction operations. Identify
existing trees, shrubs, plant beds, and landscape features that are to be
preserved on site by appropriate tags and barricade with reusable, highvisibility fencing along the dripline. Mitigate damage to existing trees at
no additional cost to the Government. Damage shall be assessed by a state
certified arborist or other approved professional using the National Arborist
Association's tree valuation guideline.
3.3
Obstructions Below Ground
When obstructions below ground affect the work, submit shop drawings showing
proposed adjustments to placement of erosion control material for approval.
3.4
INSTALLATION
Immediately stabilize exposed soil using [mulch, ] [compost, ] [and] [seed].
Stabilize areas for construction access immediately as specified in the
paragraph Construction Entrance. Install principal sediment basins and traps
before any major site grading takes place. Provide additional sediment traps
and sediment fences as grading progresses. Provide inlet and outlet
protection at the ends of new drainage systems. [Remove temporary erosion
control measures at the end of construction and provide permanent seeding.]
3.5
Construction Entrance
Provide as indicated on drawings, a minimum of 152 mm 6 inches thick, at
points of vehicular ingress and egress on the construction site.
Construction entrances shall be cleared and grubbed, and then excavated a
minimum of 75 mm 3 inches prior to placement of the filter fabric and
aggregate. The aggregate shall be placed in a manner that will prevent
damage and movement of the fabric. Place fabric in one piece, where
possible. Overlap fabric joints a minimum of 303 mm 12 inches.
3.6
TOPSOIL
To the extent possible, existing on-site topsoil shall be re-used for finish
application. Prior to placement of topsoil, test topsoil for pH, nitrogen,
phosphorous and potassium. Soil tests shall be concucted at a rate of 2 per
acre, with a minimum of 2 tests regardless of area. Spread topsoil across
site a minimum of 4" thick. Till topsoil, remove rocks exceeding 1/2"
nominal diameter. For designated urban areas only (rural areas do not
require fertilizer), apply fertilizer type and rate as required by soil test
to achieve optimum nutrient content for primary grass type (buffalograss for
rural areas and bermuda for rural areas); fertilizer may be liquid, granule,
organic, or inorganic. Water topsoil for one week (2 inches) prior to
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application of either sod or hydromulch (rural and urban areas). Measurement
for Top Soil w/Hydroseeding shall be by the square yard.
3.7
Vegetative Coverage
Prior to application of seeding, contractor shall notify COR 24hrs in advance
for a prepartory meeting.
3.8
MOWING
Mowing is required in urban areas only. Mowing shall be performed on
temporary and permanent vegetation under the control of the contractor, and
existing vegetation within 20' of construction. Vegetation in urban areas
shall not exceed 4 inches in height at any time.
3.9
Water Access in Fire Hydrants
To use a fire hydrant for irrigation, the Contractor shall obtain prior
clearance from the Contracting Officer and provide tools and connections
approved for use on fire hydrants. If a fire hydrant is used, Contractor
shall provide a reduced pressure backflow preventer for each connection
between hose and fire hydrant. Backflow preventer used shall be tested once
per month by a certified backflow preventer tester.
3.10
Planter Bed Maintenance
Planter beds shall be weeded, fertilized, irrigated, kept pest free, turf
free, pruned, and mulch levels maintained. Planter beds will not be allowed
to encroach into turf areas. A definite break shall be maintained between
turf areas and planter beds. Fertilize exterior planting materials to
promote health plant growth without encouraging excessive top foliar growth.
Remove noxious weeds common to the area from planting areas by mechanical
means.
3.11
Shrub Selective Maintenance
In addition to the above requirements, shrubs shall be selectively pruned,
and shaped for health and safety when the following conditions exist: Remove
growth in front of windows, over entrance ways or walks, and any growth which
will obstruct vision at street intersections or of security personnel; Remove
dead, damaged or diseased branches or limbs; where shrub growth obstructs
pedestrian walkways; where shrub growth is found growing against or over
structures; where shrub growth permits concealment of unauthorized persons.
All pruning debris shall be disposed of in a proper manner.
3.12
Tree Maintenance
Tree maintenance shall include adjustment of stakes, ties, guy supports [and
turnbuckles], watering, fertilizing, pest control, mulching, pruning for
health and safety [and fall leaf cleanup]. Fertilize exterior trees to
promote healthy plant growth without encouraging excessive top foliar growth.
Stakes, ties, guy supports [and turnbuckles] shall be inspected and adjusted
to avoid girdling and promote natural development. All trees within the
project boundaries, regardless of caliper, shall be selectively pruned for
safety and health reasons. These include but are not limited to removal of
dead and broken branches and correction of structural defects. Prune trees
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according to their natural growth characteristics leaving trees well shaped
and balanced. Pruning of all trees including palm trees shall be
accomplished by or in the presence of a certified member of the International
Society of Arboriculture and in accordance with TCIA Z133.1. All pruning
debris generated shall be disposed of in a proper manner.
3.13
Plant Quantities
The Contractor shall provide Contracting Officer with the number of plant
quantities. In addition, provide total exterior area of landscape and
landscaping such as turf and total number of shrubs.
3.14
Tree Staking and Guying Removal
The Contractor shall provide a certified letter that all stakes and guys are
removed from all project trees at the end of the establishment period.
3.15
MAINTENANCE AND CLEAN-UP
Dispose of excess material, debris, and waste materials offsite (organic
material shall be diverted from landfill). All excess material shall be
cleared from hardstands (ie: pavement, drain inlets, utility pads). Replace
unacceptable material at no additional cost to the government. After the
vegetation requirements of the submitted SWP3 have been met, or 70%
revegitative coverage established (if no SWP3 was required) , and at the
COR's approval, the contractor shall remove all temporary controls. The SWP3
shall not be considered completed until these actions are performed and
accepted by the DPW Environmental Division and the COR.
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SECTION
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02950
DELINEATORS WITH WINGED CHANNEL POSTS
PART 1
extent referenced.
1.1
Texas State Department of Highways and Public Transportation 1982
Standard Specifications for Construction of Highways, Streets, and Bridges.
PART 2
2.1
MATERIALS
Type (b) Reflector Units
Center mount acrylic plastic prismatic reflector units.
Reference Texas
Standard Specification D-9-8600, Delineators and Object Markers.
2.1.1
Color
The color of reflector shall be as indicated, colorless or amber.
2.1.2
Reflector Housing
Aluminum housing shall be congruent with the reflector.
The aluminum
housing shall have four embossed circular reinforcement ribs and shall be
marked with name and part number of the manufacturer. An aluminum grommet
with a 3/16-inch inside diameter shall be expanded within the reflector
mounting hole.
2.1.3
Construction Method
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Delineators shall be fastened to the winged channel post by a blind
pull through aluminum rivet and washer.
The rivet shall have a diameter of
3/16-inch, a brazier type head with a suitable grip range. The washer shall
have dimensions of number 10 drill (0.193-inch) I.D. x (3/4-inch) O.D. x
(0.0191-inch).
2.2
Winged Channel Posts
Winged channel posts shall comply
D-9-7130, "Winged Channel Posts".
2.2.1
with
Texas
Standard
Specification
Construction Methods
2.2.1.1
Posts shall be erected so that the delineators will
elevations of 4 feet above the near roadway edge, or as indicated.
shall be true to line and grade and vertical.
be at
Posts
2.2.1.2
Posts shall be driven to a depth of 18-inches. Battered heads will
not be permitted; any posts bent or otherwise damaged shall be removed and
replaced by the contractor at his own expense.
2.2.1.3
If rock is encountered, holes for the posts shall be drilled not
less than 6-inches in diameter to a depth of 18-inches.
The posts shall
then be backfilled with a suitable material thoroughly tamped in four inch
layers.
PART 3
3.1
Reflector Unit
3.1.1
Measurement
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Reflector units will be measured as each assembled and mounted on the winged
channel post.
3.1.2
Payment
Reflector units will be paid for at the unit price as each assembled and
mounted on the winged channel post.
3.2
Winged Channel Post
3.2.1
Measurement
Winged channel posts will be measured as each erected in place.
3.2.2
Payment
Winged channel posts will be paid for at the unit price as each erected in
place.
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SECTION 02955
MOVING TARGET TRACK ASSEMBLY
PART 1
1.1
PRODUCT
Cross Tie - Metal
Standard railroad track crosstie, metal, mild steel, T-5, for 25# rail,
56-1/2” track gage, Height-1.29”, width-5.4”, length-74.35”, thickness-3/16”
1.2
Railroad Track
Standard railroad track 30’ section, for 25# ASCE rail, length-30’, railing
holes-2” x 4”, Head width-1.50”, base width-2.75”, height-2.75”.
1.3
Sole source material supplier:
ATLANTIC TRACK & TURNOUT CO.
455 TAFT AVENUE
GLEN ELLYN, IL
PHONE
FAX
PART 2
60137
1-800-323-6256
1-630-545-1218
EXECUTION
The moving target track assembly shall be constructed on a prepared aggregate
base, the aggregate base will be paid for by a separate bid item. All
subsidiary parts necessary to provide for a complete and useable installation
shall be provided and installed.
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PART 3
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Cross Tie:
Each for removal and replacement of existing cross tie.
Each for install new in-place.
Railroad Track:
Each for remove & replace 30 ft. section of rail.
Each for install new 30 ft. section of rail in-place.
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SECTION 03301
MISCELLANEOUS CONCRETE
PART 1
1.1
GENERAL
CONCRETE CONSTRUCTION ITEMS NOT ELSEWHERE REFERENCED
This
specification
covers
reinforced
and
non-reinforced
concrete
construction items not elsewhere referenced by the specifications. A few
examples are: concrete basketball courts, concrete medians, and concrete
slabs for playground/recreation areas.
1.1.1
Special Case (concrete slabs more than 100 ft. in length)
Concrete slabs that will not be used for vehicle traffic but meet the
following criteria shall be considered in the category of pavement concrete
and shall be measured, paid, and constructed in conformance with the
specification SECTION 02515 CONCRETE PAVEMENT FOR ROADS, STREETS, AND OPEN
SURFACES.
The criteria is: more than 100 feet in length (with or without
expansion joints), 6-inches or more in thickness, the side slope profile is
less than equal to 5 percent.
1.1.2
Retaining Walls
Retaining walls shall be constructed
SECTION 03301 MISCELLANEOUS CONCRETE.
1.1.2.1
in
conformance
with
specification
Measurement shall be based upon the number of cubic yards of concrete, inplace.
Reinforcement shall be measured by the pound.
Payment shall be by
cubic yard for bid item CONCRETE RETAINING WALLS and by the pound for bid
item REINFORCEMENT FOR CONCRETE PAVEMENT AND RETAINING WALLS. Payment for
excavation, backfill, or sub-grade preparation shall be considered as
separate
pay
items.
Payment
shall
constitute
full
compensation
for
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furnishing all materials, plant, equipment, (including saw cutting), and for
all labor and incidentals necessary to complete the work required by this
section.
1.1.3
Box Inlet/Manhole Concrete and Headwall Concrete
Box Inlet/Manholes and Headwalls shall be constructed in conformance with
specification SECTION 03301 MISCELLANEOUS CONCRETE.
1.1.3.1
For measurement and payment refer to specification SECTION 02720 STORMDRAINAGE SYSTEM.
1.2
REFERENCES
extent referenced.
designation only.
AMERICAN CONCRETE INSTITUTE (ACI)
ACI 318
(1983; Rev. 1986) Building Code
Requirements for Reinforced Concrete
ASTM A 185
(1997) Steel Welded Wire, Fabric,
Plain, for Concrete Reinforcement
ASTM A 615
(1996) Deformed and Plain Billet
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Steel Bars for Concrete Reinforcement
ASTM C 94
ASTM C 143
(1996) Ready-Mixed Concrete
(1990a) Slump of Hydraulic Cement
Concrete
ASTM C 171
ASTM C 173
(1997) Sheet Materials for Curing Concrete
Concrete by the Volumetric Method
ASTM C 231
Concrete by the Pressure Method
ASTM C 309
(1997) Liquid Membrane-Forming
Compounds for Curing Concrete
ASTM D 1751
(1983; R1991) Preformed Expansion
Joint filler for Concrete Paving and
Structural Construction (Nonextruding and
Resilient ituminous Types)
ASTM D 1752
(1984) Preformed Sponge Rubber and
Cork Expansion Joint Fillers for Concrete
Paving and Structural Construction
FS CCC-C-467
(1972, Rev C) Cloth, Burlap, Jute (or Kenaf)
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1.3
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The work shall be in conformance with ACI 318, part titled "Construction
Requirements," except as specified herein.
The classification of concrete
is Class A for all work referenced by this specification.
Usage of Box
Inlet/Manhole Concrete and Headwall Concrete are specified in Section 02720
STORM DRAINAGE SYSTEM.
Requirements and usage of Miscellaneous Concrete are
detailed in this SECTION.
1.3.1
Strength Requirements
Concrete mixes shall be proportioned to obtain compressive strength in
28 days of 3000 psi for Class A concrete. The required strength shall be
reached in 7 days when high early strength cement is used.
1.3.2
Air Content
Total air content of exterior concrete shall be maintained at 3 to 6
percent by volume of concrete.
1.3.3
Slump
Slump shall be 3 to 4 inches for walls and 3 to 5 inches for other work.
1.4
NOT USED
1.5
Measurement shall be based upon the number of cubic yards of reinforced
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or non-reinforced concrete, in-place.
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Payment for excavation, backfill,
or subgrade preparation shall be considered as separate pay items unless
otherwise indicated.
Payment shall constitute full compensation for
furnishing
all
materials,
plant,
equipment,
(including
saw
cutting),
and for all labor and incidentals necessary to complete the work required
by this section.
PART 2
2.1
PRODUCTS
MATERIALS
Materials shall conform to the following:
2.1.1
Anchorage Items
Standard manufactured
application.
2.1.2
item
of
the
type
indicated
or
required
for
the
Concrete Materials
ASTM C 94, cement type optional. Only one brand of any one type of cement
shall be used for exposed concrete surfaces of any individual structure.
2.1.3
Curing Materials
Absorptive materials, impervious sheet or membrane-forming curing compound.
Absorptive
materials
shall
be
cloth,
burlap,
or
jute
meeting
the
requirements of FS CCC-C-467.
Impervious sheet shall be white opaque
polyethylene 4 mil thick, waterproof Kraft paper, or polyethylene-coated
burlap meeting the requirements of ASTM C-171. Membrane-forming curing
compound shall be of commercial formulation conforming to ASTM C309, Type
1-D, Class A or B, sprayable, nontoxic, and of the type that will dry within
4 hours and form a film highly resistant to moisture loss from concrete
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while curing. Compound shall
chlorinated-rubber-base type.
2.1.4
be
clear
with
fugitive
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dye,
resin-base
or
Dowels
Plain carbon steel bars, minimum yield point of 60,000 psi for use in slabs
on grade.
2.1.5
Expansion Joint Filler Strips
Premolded, nonextruding, resilient bituminous or nonbituminous type for use
in concrete paving or construction, 3/8 inch thick meeting the requirements
of ASTM D 1751 or ASTM D 1752.
2.1.6
Form Coating
Nonstaining form oil or form-release agent that will not deleteriously
affect concrete surfaces nor impair subsequent applications.
2.1.7
Form Materials
Plywood or hardboard especially
materials that will produce the
affecting the concrete surfaces.
2.1.8
made for concrete form use
specified finishes without
or other
adversely
Form Ties
Metal, factory-fabricated removable or snap-off, that will not leave holes
less than 1/4 inch nor more than 1 inch deep and not more than 1 inch in
diameter.
2.1.9
Joint Sealant
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Hot- or cold-applied, made specifically for sealing joints in concrete
against moisture infiltration.
2.1.10
Reinforcement
Deformed, Grade 40 or Grade 60 billet steel.
Mesh shall be welded steel
wire fabric with wires at right angles to each other.
2.1.11
Aggregate
The nominal maximum size of aggregate shall be not larger than 1/5th of
the narrowest dimension between sides of forms, 3/4ths of the minimum
clear spacing between bars, nor more than 1/4th of the depth of concrete.
PART 3
3.1
EXECUTION
PREPARATION
Where required, concrete slabs shall be sawcut and the base or the subbase
trimmed to a vertical face.
Subgrade and base shall meet the
requirements of SECTION 0017
FINE GRADING, PREPARATION, AND REPAIR OF
SUBGRADE.
Surfaces to receive concrete shall be clean and free from frost,
ice, mud, and water.
3.2
FORMWORK
Formwork shall be made mortar tight, properly aligned and adequately
supported to produce concrete conforming accurately to the indicated shapes,
lines, dimensions, and with surfaces free of offsets, waviness, or bulges.
Where surfaces are to be exposed or painted, panels shall be manufacturer's
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stock size material, using smaller panels cut to required dimensions only
where required by openings and joints.
Panel joints in exposed or painted
work shall occur at control joints, including alignment with masonry control
joints and construction joints.
Unless otherwise shown, exposed external
corners shall be chamfered, beveled, or rounded by moldings placed in the
forms. Surfaces shall be thoroughly cleaned and coated before each use.
Forms shall be removed at a time and in a manner that will not injure the
concrete.
3.3
REINFORCEMENT
Reinforcement shall be fabricated to the shapes required. Reinforcement
shall be interrupted 2 inches clear on each side of joints in slabs on grade
and perimeter joints.
Wire-mesh reinforcement shall be continuous between
joints in slabs on grade.
Laps shall be at least one full mesh plus 2
inches, staggered to avoid continuous lap in either direction, and securely
wired or clipped with the standard clips.
Mesh shall be supported on
precast
concrete
units
or
specifically
designed
wire-fabric
supports
fabricated of plastic in a manner that will support the mesh at the minimum
height indicated. Dowels and tie bars in slabs on grade shall be installed
at right angles to joints, accurately aligned parallel to the finished
surface, and rigidly held in place and supported during concrete placement.
One end of dowels shall be oiled or greased.
3.4
INSTALLATION OF ANCHORAGE ITEMS
Installation of anchorage items shall be as indicated or required to ensure
sufficient anchorage for purpose intended.
3.5
JOINTS
3.5.1
Perimeter Joints
Joints between interior slabs on grade and vertical surfaces shall be of
30-pound asphalt-saturated felt, or expansion joint material, extending full
slab depth.
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3.5.2
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Expansion Joint
Expansion joint filler shall be installed at the proper level below the
finished slabs with a wood or plastic strip temporarily secured to the top
thereof to form a groove not less than 3/4 inch deep.
Strip shall be
removed after the concrete has set and the groove filled with joint sealant
to be slightly concave after drying.
Expansion joints shall be provided in
curb at the end of all returns.
Expansion joints shall be provided in curb
and gutter directly opposite the expansion joints of abutting concrete
pavement and shall be of the same type and thickness as the joints in the
pavement.
Where curb and gutter do not abut concrete pavement, expansion
joints at least 1/2 inch in width shall be provided at intervals not
exceeding 40 feet.
[Joints shall be sealed as specified in Section 02580
JOINT SEALING IN CONCRETE PAVEMENTS FOR ROADS AND AIRFIELDS.]
3.5.3
Contraction Joints
Contraction joints shall be true to line, 1/8 inch wide, and of depth equal
to approximately 1/4 of the slab thickness. Joints shall be sawed or formed
by inserting fiberboard or plastic strips of the required dimensions after
placing concrete.
Joints in permanently exposed slabs shall be filled with
joint sealant.
Contraction joints shall be constructed directly opposite
contraction joints in abutting concrete pavement.
Where curb and gutter
does not abut concrete pavement, contraction joints shall be placed no less
than 5 feet nor more than 15 feet apart.
3.6
PLACING
Concrete footings and exterior slabs shall be placed upon clean undisturbed
surfaces free from frost, ice, and water.
Dry or pervious surfaces
receiving concrete shall be covered with impervious sheet materials.
Concrete may be placed directly on impervious surfaces that are thoroughly
moistened but not muddy.
Concrete shall be placed in layers not over 12
inches deep except that all slabs shall be placed in a single layer. During
cold weather, in-place concrete shall be protected from freezing throughout
the curing period.
Concrete to receive other construction shall be screeded
to the proper level.
3.7
CONSOLIDATION OF CONCRETE
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Except for slabs 4 inches or less, each layer of concrete shall be
consolidated with internal concrete vibrators supplemented by handspading,
rodding, and tamping.
Vibrating equipment shall be adequate to thoroughly
consolidate the concrete.
Concrete in slabs 4 inches and less shall be
consolidated by compacting and screeding.
3.8
FINISHING CONCRETE
3.8.1
Formed Surfaces
Fins and loose material shall be removed. Unsound concrete, voids over 1/2
inch in diameter, and tie-rod and bolt holes shall be cut back to solid
concrete, reamed, brush-coated with cement grout, and filled solid with a
stiff portland-cement-sand mortar mix.
Patchwork shall finish flush with
adjoining concrete surfaces and, where exposed, shall match adjoining
surfaces in texture and color. Patchwork shall be cured for 72 hours. White
portland cement shall be used as needed to attain color match.
3.8.2
Unformed Surfaces
Surfaces shall be finished to a true plane with no deviation exceeding
5/16-inch when tested with a 10-foot straightedge.
Surfaces shall be
pitched to drain.
Surfaces shall be screeded and floated to the required
finish level with no coarse aggregate visible before finishing as specified
below.
3.8.2.1
Monolithic Finish
Monolithic finish shall be given to slabs unless otherwise specified. After
the
surface
moisture
has
disappeared,
floated
surfaces
shall
be
steel-troweled to a smooth, even, dense finish, free from blemish including
trowel marks.
3.9
CURING
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Curing shall start as soon as free water has disappeared from concrete
surfaces after placing and finishing.
Curing materials shall be applied and
maintained so as to protect the concrete from moisture loss for 7 days.
Curing shall be accomplished by absorptive material, impervious sheet or
membrane-forming curing compound.
Concrete surfaces shall be thoroughly
wetted before covering with absorptive material or impervious sheet
materials. Membrane-forming curing compound shall be applied with mechanical
spraying equipment at a coverage of not more than 300 square feet per
gallon. Surfaces of compound damaged during curing shall be resprayed.
3.10
PROTECTION
No vehicular traffic shall be allowed on concrete for a minimum of 7 days
after concrete has been placed.
3.11
See specification 01300 Submittals and the following.
3.11.1
Shop Drawings
Shop detail drawings and placing drawings for reinforcing steel shall be
submitted for approval.
3.11.2
Certificates of Compliance
Certificates of compliance attesting that reinforcement mill reports, water
stops, and joint filler meet the requirements specified shall be furnished
to the Contracting Officer prior to use.
3.11.3
Concrete Strength Test
The Contractor shall provide molded concrete specimens for strength tests.
Samples of concrete placed each day shall be taken not less than once a day
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nor less than once for every 30 cubic yards of concrete.
The samples for
strength tests shall be taken in accordance with ASTM C 172. Cylinders for
acceptance shall be molded in conformance with ASTM C 31 by an approved
testing laboratory.
Each strength test result shall be the average of two
test cylinders from the same concrete sample tested at 28 days, unless
otherwise specified or approved.
Concrete specified on the basis of
compressive strength will be considered satisfactory if the averages of all
sets of three consecutive strength test results equal or exceed the
specified strength, and no individual strength test result falls below the
specified strength by more than 500 psi.
3.11.4
Concrete Air Test
Air content shall be determined in accordance with ASTM C 173 or ASTM C 231.
ASTM C 231 shall be used with concretes and mortars made with relatively
dense natural aggregates.
One air test shall be taken for every 30 cubic
yards, or fraction of, in conjunction with the slump test.
3.11.5
Concrete Slump Test
Slump shall be determined in accordance with ASTM 143. One slump test shall
be taken for every 30 cubic yards, or fraction of, in conjunction with the
air test.
3.11.6
Concrete Mix Design
Concrete mix design shall be submitted for approval.
PART 4
CONTRACTOR QUALITY CONTROL
4.1
The Contractor shall perform the inspection and tests described and the
meet the requirements for inspection details and frequency of testing
specified.
Testing requirements shall start immediately at the start of the
concrete placement operation and shall comply with this specification for
frequency specified.
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4.2
Contractor
Quality
Assurance
personnel
assigned
to
concrete
construction shall be American Concrete Institute (ACI) Certified and
shall
have
written
evidence
of
having
completed
the
qualification
program Concrete Field Institute Technician, Grade I.
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SECTION 321116.16
[BASE COURSE FOR RIGID] [AND SUBBASE COURSE FOR FLEXIBLE] [SUBBASE COURSE
FOR PERVIOUS] PAVING
PART 1
1.1
GENERAL
REFERENCES
ASTM C117
(2004) Standard Test Method for
Materials Finer than 75-um (No. 200)
Sieve in Mineral Aggregates by Washing
ASTM C131
Resistance to Degradation of Small-Size
Coarse Aggregate by Abrasion and Impact
in the
Los Angeles Machine
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C29/C29M
Bulk Density ("Unit Weight") and
Voids in Aggregate
ASTM D 1556
(2007) Density and Unit Weight of Soil in
ASTM D 1557
(2009) Standard Test Methods for
Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D 1883
(2007e2) CBR (California Bearing Ratio) of
Laboratory-Compacted Soils
ASTM D 2940/D 2940M
(2009) Standard Specification for
Graded Aggregate Material for Bases or
Subbases for Highways or Airports
ASTM D 4318
(2010) Liquid Limit, Plastic Limit, and
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ASTM D 5106
(2008) Steel Slag Aggregates for
ASTM D 6155
(2006) Nontraditional Coarse Aggregate for
ASTM D 6270
(2008e1) Use of Scrap Tires in Civil
Engineering Applications
ASTM D 6938
(2010) Standard Test Method for In-Place
Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow
Depth
)
ASTM D 698
(2007e1) Laboratory Compaction
Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/cu.
ft. (600
kN-m/cu.
m.))
ASTM D 75/D 75M
(2009) Standard Practice for Sampling
Aggregate
s
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U.S. GREEN BUILDING COUNCIL (USGBC)
LEED
1.2
(2002; R 2005) Leadership in Energy
and Environmental Design(tm) Green
Building
Rating
System
for
New
Construction
(LEEDNC)
RELATED SECTIONS
Pervious pavement systems shall use Section 32 11 24 GRADED
CRUSHED AGGREGATE BASE COURSE FOR [PERVIOUS] PAVEMENT, and
Section32 13 43
PERVIOUS CONCRETE PAVING
1.3
SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are [for Contractor Quality
Control approval.][for information only.
When used, a designation
following the
"G" designation identifies the office that will review the submittal
for the Government.] The following shall be submitted in accordance
with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Materials; ()
Geotextile;
[G]()
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Documentation indicating percentage of post-industrial and
post-consumer recycled content per unit of product. Indicate
relative dollar value of recycled content products to total
dollar value of products included in project.
[
1.4
Inspect materials delivered to the site and store aggregates in a
manner that will prevent segregation and contamination.
1.5
CONSTRUCTION EQUIPMENT
Subject to approval of the Contracting Officer, special equipment as
dictated by local conditions may be used. Calibrated equipment, such
as
scales, batching equipment, spreaders, and other similar equipment, shall
have been calibrated by [a calibration laboratory approved by the
Contracting Officer] [a state calibration laboratory] within [12] months
of commencing work.
1.6
Do not construct course when atmospheric temperature is below 35 degrees
F or when weather conditions could detrimentally affect quality of
finished course.
When temperature falls below 35 degrees F, protect
areas of completed course against freezing.
1.7
SUSTAINABLE DESIGN REQUIREMENTS
1.7.1
Local/Regional Materials
[Use materials or products extracted, harvested, or recovered, as well as
manufactured, within a [500] mileradius from the project site, if
available from a minimum of three sources.][See Section 01 33 29 LEED(tm)
DOCUMENTATION for cumulative total local material requirements. Course
materials may be locally available.]
PART 2
2.1
PRODUCTS
MATERIALS
ASTM D 2940/D 2940M, except as modified herein. Material shall consist
of natural, processed or blends of waste concrete, masonry, cement,
tile, or other waste material from on-site work as specified; rock,
crushed concrete, concrete block, or crushed slag from off-site grading
or demolition work; recycled porcelain, concrete, stone, or other
recycled material complying with ASTM D 6155; [Class I Fill] [Class II
Fill] tire complying with ASTM D 6270; steel slag complying with ASTM D
5106; gravel;
stone; slag; chert; caliche; limerock; coral; shell; quarry and mine waste;
sand; or screenings; and soil or other similar binding or filler material.
Material [shall contain a minimum of [5][10] percent post-consumer recycled
content, or a minimum of [20][40] percent post-industrial recycled content,
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and ]shall be free-draining. [See Section 01 33 29 LEED(tm) DOCUMENTATION
for cumulative total recycled content requirements. Material may contain
post-consumer or post-industrial recycled content. ]Obtain materials from
sources approved by the Contracting Officer. Preliminary approval of pits
shall not mean that material found in the deposit will be acceptable.
Maximum dimensions of material particles shall not be greater than
two-thirds the compacted thickness of the layer in which it is to be
placed. Coarse aggregate shall have a percentage of wear of not more than
40 as determined by ASTM C131. Material shall have a bearing ratio of at
least [30] as determined by laboratory test on a four day soaked specimen
in accordance with ASTM D 1883; compact the specimen in accordance with
ASTM D 1557, Method B, C, or D. Material passing the No. 40 sieve shall
have a liquid limit of not more than 25 and a plasticity index of not more
than 5 in accordance with ASTM D 4318. Slag shall be an air-cooled blast
furnace product having a dry weight not less than 65 pounds per cubic foot
when tested in accordance with ASTM C29/C29M and consisting of angular
fragments uniform in density and quality and reasonably free from thin and
elongated pieces, dirt, or other objectionable material. [Grading shall be
a minimum of 3/4 inch and a maximum of 1.5 inches.][Gradation of the final
composite mixture shall conform to the following size and shall be the
basis of the gradation curve:
Sieve Size
(Square Openings)
]
2.2
Design Range
(Percent Passing)
2 inch
1 1/2 inch
No. 4
No. 200
100
90-100
30-60
0-15
Job Mix
Tolerance (Percent)
-3
+5
+10
+5
SOURCE QUALITY CONTROL
Prior to production and delivery of aggregates, take at least one
initial sample in accordance with ASTM D 75/D 75M. Collect each sample
by taking three incremental samples at random from source material to
make a composite sample of not less than 50 pounds. Repeat sampling
procedure when source of material is changed or when deficiencies or
variations from specified grading of materials are found in testing.
2.2.1
Geotextile
[Fabricated from 100 percent post-consumer recycled plastic.][See Section
01 33 29 LEED(tm) DOCUMENTATION for cumulative total recycled content
requirements. Geotextile may contain post-consumer or post-industrial
recycled content.]
PART 3
3.1
EXECUTION
GRADE CONTROL
Provide line and grade stakes for control. Place grade stakes in lanes
parallel to centerline of areas to be paved and space for string lining
or other control methods.
3.2
PLACING AND MIXING
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Clean underlying surface of foreign substances and ensure proper
compaction and smoothness before placement of course.
Verify subsoils
have a permeability between 0.5 and 3.0 inches per hour. Recondition,
reshape,
and recompact areas damaged by freezing, rainfall, or other weather
conditions. [Place geotextiles in accordance with specifications and
drawings. ]Mix and place materials to obtain a uniform course for
the water content and gradation specified.
Construct course in one
or more layers.
Make each layer between 3 and
8 inches in compacted thickness. Tire shall be installed in
3.3
Compact each layer to at least [100] percent of the maximum laboratory
density determined in accordance with ASTM D 1557 for areas subject to
]
heavy vehicular traffic. Compact each layer to at least [95][
percent Standard Proctor Density per ASTM D 698 for pedestrian areas.
Compact material inaccessible to rolling equipment by mechanical
tamping. Finish surface of the layer by blading and rolling. Blade,
roll, and tamp until surface is smooth and free from waves and
irregularities.
Aerate material excessively moistened by rain
during construction.
Aerate using blade graders, harrows, or other
equipment until the moisture content is that needed to obtain specified
density.
Place and compact earth at edges of course for
at least one foot of the shoulder.
3.4
COMPACTING AND FINISHING
3.4.1
Sampling During Construction
Take one random sample of each [1000] tons of material placed, but not
less than one random sample per day's run. Take samples in accordance with
ASTM D 75/D 75M.
3.4.2
3.4.2.1
Testing
Material
Make gradation tests from each sample in accordance with ASTM C136.
Determine material passing the No. 200 sieve in accordance with ASTM
C117.
3.4.2.2
Smoothness Test
Test with a 10 foot straightedge applied parallel with and at right
angles to centerline of the rolled area.
Correct surface deviations
in excess of [3/8]inch by loosening, adding or removing material,
reshaping, watering, and compacting.
When course is constructed in
more than one layer, smoothness requirements apply only to the top
layer.
3.4.2.3
Field Density Tests
ASTM D 1556 or ASTM D 6938. Take one field density test for each [500]
square yards of each layer of course. When using ASTM D 6938 to test
field compaction densities, verify the results of the tests by
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performing one test per day using ASTM D 1556 at locations previously
tested by
ASTM D 6938 and one additional test using ASTM D 1556 for every ten
tests performed at locations previously tested by ASTM D 6938 .
3.4.2.4
Laboratory Density Tests
ASTM D 1557, Method B, C, or D, for all material.
3.4.2.5
Thickness Test
Determine thickness of course from test holes not less than 3 inches
in diameter.
Obtain a thickness test for each [500]square yards of
course. Where course deficiency is more than 1/2 inch, correct by
scarifying,
adding mixture of proper gradation, reblading, and recompacting. Where
the measured thickness exceeds the indicated thickness by more than 1/2
inch, consider the measured thickness as the indicated or specified
thickness plus
1/2 inch for determining the average. The average thickness shall be
the average of the depth measurements and shall not underrun the
thickness shown by more than 1/4 inch.
3.5
MAINTENANCE
After construction is completed, protect and maintain all areas of
course against detrimental effects.
Maintenance includes drainage,
rolling, shaping, watering, or other action required to maintain course
in proper condition.
Maintain sufficient moisture by light
sprinkling with water at the surface to prevent a dusty condition.
-- End of Section -
SECTION 321124
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GRADED CRUSHED AGGREGATE BASE COURSE FOR [PERVIOUS][FLEXIBLE]
PAVEMENT
PART 1
1.1
GENERAL
REFERENCES
ASTM C117
Materials Finer than 75-um (No. 200)
Sieve in Mineral Aggregates by Washing
ASTM C131
Resistance to Degradation of Small-Size
Coarse Aggregate by Abrasion and Impact
in the
Los Angeles Machine
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C29/C29M
Bulk Density ("Unit Weight") and
Voids in Aggregate
ASTM D 1556
(2007) Density and Unit Weight of Soil in
ASTM D 1557
Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D 1883
(2007e2) CBR (California Bearing Ratio) of
Laboratory-Compacted Soils
ASTM D 2217
(1985; R 1998) Wet Preparation of
Soil
Samples
for
Particle-Size
Analysis and Determination of Soil
Constants
ASTM D 4318
(2010) Liquid Limit, Plastic Limit, and
ASTM D 6938
(2010) Standard Test Method for In-Place
Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow
Depth
)
ASTM D 75/D 75M
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Aggregate
s
U.S. GREEN BUILDING COUNCIL (USGBC)
LEED
1.2
(2002; R 2005) Leadership in Energy
and Environmental Design(tm) Green
Building
Rating
System
for
New
Construction
(LEEDNC)
RELATED SECTIONS
Pervious pavement systems shall use Section 32 11 16.16 [BASE COURSE FOR
RIGID] [AND SUBBASE COURSE FOR FLEXIBLE] [SUBBASE COURSE FOR PERVIOUS]
PAVING, and Section 32 13 43 PERVIOUS CONCRETE PAVING, 32 10 00 PERVIOUS
BITUMINOUS CONCRETE PAVEMENT and 32 12 10 BITUMINOUS TACK AND PRIME
COATS, in addition to this section.
1.3
SUBMITTALS
submittals not having a "G" designation are [for Contractor Quality
Control approval.][for information only.
When used, a designation
following the
"G" designation identifies the office that will review the submittal
for the Government.] The following shall be submitted in accordance
with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product
Data
Aggregates; (LEED)
Submit documentation indicating percentage of post-industrial
and post-consumer recycled content per unit of product.
Indicat
e relative dollar value of recycled content products to total
dollar value of products included in project.
[
Local/Regional Materials; (LEED)
Submit documentation indicating distance between
manufacturing facility and the project site.
Indicate
distance of raw material origin from the project site. Indicate
relative dollar value of local/regional materials to total
dollar value of products included in project.]
SD-06 Test
Reports
Gradation
Bearing
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ratio Liquid
limit
Plasticity index
Percentage of wear
[
Dry weight of
slag] Density
Gradation
Smoothne
ss
Density
Thicknes
s
1.4
DELIVERY AND STORAGE
Inspect materials delivered to site for damage and store as to
prevent segregation and contamination.
1.5
WEATHER LIMITATIONS
Do not construct base course when atmospheric temperature is below 35
degrees F or when rainfall or other weather conditions detrimentally
affect the quality of the finished course.
1.6
CONSTRUCTION EQUIPMENT
Equipment shall be dependable and adequate for the purpose intended.
Maintain equipment in satisfactory and safe operating condition.
Subject
to approval, special equipment dictated by local conditions may be used.
Calibrated equipment, such as scales, batching equipment, spreaders, and
similar items, shall have been recalibrated by [an approved calibration
] months
laboratory] [a State calibration laboratory] within [12] [
of commencing work.
1.7
SUSTAINABLE DESIGN REQUIREMENTS
1.7.1
Local/Regional Materials
[Use materials or products extracted, harvested, or recovered, as well
as manufactured, within a [500][ ] mileradius from the project site, if
available from a minimum of three sources.][See Section 01 33 29
LEED(tm) DOCUMENTATION for cumulative total local material requirements.
Aggregate materials may be locally
available.]
PART 2
PRODUCTS
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2.1
2.1.1
MATERIALS
Aggregates
Consist of durable and sound crushed concrete, crushed masonry, crushed
tile, crushed gravel, crushed stone, or crushed slag, free of lumps or
balls of clay or other objectionable matter. Materials shall originate
primarily from on-site construction waste, then from off-site
construction waste, and finally from other nearby sources as needed.
[Aggregate
] percent
material shall contain in total a minimum of [5][10][
] percent
post-consumer recycled content, or a minimum of [20][40][
post-industrial recycled content.][See Section 01 33 29 LEED(tm)
DOCUMENTATION for cumulative total recycled content requirements. Material
may contain post-consumer or post-industrial recycled content.] Crushed
stone and gravel shall be free from flat, elongated, soft, or disintegrated
pieces. Crushed gravel retained on a No. 4 sieve shall have at least 90
percent by weight with at least two fractured faces and 100 percent by
weight with at least one fractured face. Base course materials samples
shall have a bearing ratio of at least 100 as determined by laboratory
tests on a 4-day soaked specimen in accordance with ASTM D 1883; compact
specimen in accordance with ASTM D 1557, Method D. Determine grain size
in accordance with ASTM C136 and amount of material finer than 200 mesh
sieve in accordance with ASTM C117. Aggregate, other than slag, shall
have a percentage of wear not exceeding [40] [45] when tested in
accordance with ASTM C131, Grading A.
Slag shall be an aircooled, blast furnace product having a dry weight of not less than [70]
[65] pounds per cubic foot when tested in accordance with ASTM C29/C29M
and shall consist of angular fragments uniform in density and quality,
reasonably free from thin, elongated pieces, dirt, or other objectionable
material.
Soil binder material, that portion of material passing
the No. 40 sieve, shall be of such composition that the composite
material conforms to the requirements specified herein.
The base course
shall be of such nature that it can be compacted readily with watering
and rolling to a firm, stable base and
shall conform to one of the following sizes:
Percentage by Weight Passing
Square Mesh Laboratory Sieves
Size
Numbers
Sieves
2 inch
1 1/2 inch
1 inch
1/2 inch
No. 4
No. 10
No. 40
No. 200
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1
100
70-100
45-80
30-60
20-50
15-40
5-25
0-10
2
100
60-100
30-65
20-50
15-40
5-25
0-10
3
100
40-70
20-50
15-40
5-25
0-10
That portion of the material passing the No. 40sieve shall have a liquid
limit of not more than 25 and a plasticity index of not more than 5 as
determined by ASTM D 4318. Prepare samples in accordance with ASTM D
2217, Procedure A.
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Pervious Base Course
Base aggregate for pervious pavement systems shall consist of aggregate
as specified in paragraph Aggregates except as specified below. Material
passing the No. 200 sieve is not permitted. Unevenly graded screenings
and stone dust are not permitted.
2.1.2.1
Asphalt-Treated Permeable Base
Asphalt binder shall be steam-refined asphalt, grade [AR-8000][
]. "Popcorn mix" aggregate shall conform to the following grading:
Sieves
Percent Passing
1 inch
3/4 inch
1/2 inch
3/8 inch
No. 4
100
90-100
35-65
20-45
0-10
Sieves
No. 8
0-5
Percent Passing
2.1.2.2
Cement-Treated Permeable Base
Portland cement binder shall be Type II Modified. Pozzolan shall not be
substituted for portland cement. Aggregate shall conform to the 1 inch
by No. 4 primary nominal coarse aggregate grading, with 52 to 85 percent
by weight passing through a 3/4 inch sieve.
]PART 3
3.1
EXECUTION
BASE COURSE
Construct the graded aggregate base course on a [prepared subgrade]
[previously constructed subbase course], as indicated. Verify
compacted subgrade, granular base, or stabilized soil is acceptable and
ready to support paving and imposed loads.
Provide line
and grade stakes for control.
Place grade stakes in lanes parallel
to the centerline of areas
to be paved and space for string lining or other control methods. The
base course shall consist of aggregate processed, deposited, spread, and
compacted on a prepared surface. The Contractor shall be responsible
for protection of completed areas against detrimental effects.
Recondition, reshape, and recompact
areas damaged by freezing, rainfall, or other weather conditions.
[3.2
OPENING AND OPERATION OF PITS
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Perform stripping, clearing, processing, and blending in the opening of
new pits and operation of existing pits as necessary to obtain acceptable
material. Open pits in a manner to expose the vertical faces of the
deposits for suitable working depths, following which the material shall
be obtained in successive vertical cuts extending through the exposed
strata. Waste strata and pockets of unsuitable materials overlaying or
occurring in the deposit.
Change or modify the method of
operating the pits, and the processing and blending of the material when
necessary to obtain material conforming to the specified requirements.
Upon completion of the work, condition pits to drain readily
and leave in a satisfactory condition.
]3.3
MIXING OF MATERIALS
Mix aggregates in a stationary or traveling plant. Proportion aggregates
by weight or volume in such quantities that specified gradation, liquid
limit, and plasticity index requirements are met after the base course
has been placed and compacted.
Incorporate, during
the mixing operation, water in quantities sufficient to provide the
necessary moisture content for the specified compaction. Mixing
operations shall produce satisfactory uniform blending and the method of
discharging into trucks shall not produce segregation.
3.4
PLACING
Do not dump mixed materials in piles, but place on prepared subgrade or
subbase in layers of uniform thickness with a spreader. When a
compacted
course 6 inches in thickness is required, place material in a single
layer. When a compacted course in excess of 6 inches is required, place
material
in layers of equal thickness. Do not exceed 6 inches or have less than 3
inches in thickness for any compacted layer. Place layers so that when
compacted, they will be true to grades or levels required with the least
possible surface disturbance. Where the base course is constructed in
more than one layer, clean previously constructed layers of loose and
foreign matter.
Maintain material water content during the
placing period to
obtain the compaction specified. Make adjustments in placing procedures
or equipment to obtain true grades, to minimize segregation and
degradation,
to reduce or increase water content, and to insure a satisfactory base
course.
3.4.1
Stationary-Plant Method
Mix aggregates, binder material and water until a uniform homogeneous
mixture is obtained. Do not dump materials in piles; place in layers of
essentially uniform thickness, not to exceed 6 inches after compaction,
by an approved spreader.
Tail gate spreading will be acceptable
only with permission, under conditions such as where space limitations
prohibit use of the spreader.
3.4.2
Windrow Traveling-Plant Method
Place aggregates and binder materials in windrows of such cross section
and proportions that, when picked up, mixed, and redeposited in windrows,
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the finished mixture shall conform to the specified requirements.
Do
not
exceed the rated capacity of the traveling plant with the size of the
windrow of the combined materials. Add water, in quantity sufficient
to
provide the necessary moisture content for compacting, to the aggregates
at the time of mixing.
Mix materials uniformly by the traveling
plant,
deposit in windrows of uniform cross section, and spread in a layer of
uniform thickness to the required contour and grades.
3.5
COMPACTING AND FINISHING
Immediately following the placing, spread the finished mixture uniformly
in a layer and bring to optimum moisture content.
The loose
thickness and the surface of the layer shall be such that the specified
density and the required thickness shall be obtained after compaction.
Compact the layer with
steel-faced, vibrating or pneumatic-tired rollers, or other suitable
compacting equipment or combinations thereof. Continue compacting until
the layer is compacted through the full depth to a field density of at
least 100 percent of the maximum density at optimum moisture content tested
in accordance with ASTM D 1556 [ASTM D 6938 .] In areas not accessible to
rollers or compactors, compact the mixture with mechanical hand tampers.
If the mixture is excessively moistened by rain, aerate by blade graders,
or other suitable equipment. Aerate until the moisture content of the
material is that needed to obtain the required density. Finish the surface
of the layer by a combination of rolling and blading. Final surface shall
be smooth and free from waves, irregularities, and ruts or soft yielding
spots.
[3.6
PROOF ROLLING
On the center 25 feet of taxiways and on the center 100 feet of runways,
in addition to compacting the base course to the required density, proof
roll the top surface of the completed base course by making eight
coverages with a heavy rubber-tired roller having four tires with each
tire loaded to
30,000 pounds or more and inflated to at least 150 psi. Make four
coverages over other areas to be paved, excluding the runway over-runs,
blast protection areas, and shoulders. A coverage is defined as one
application of one tire print over each point in the surface of the
designated area. When under the action of the proof rolling, the base
course yields, pumps, or otherwise fails, remove, replace with suitable
materials, and recompact materials in the base course or in the
underlying layers indicated to be unsatisfactory.
The speed of
the roller shall not exceed 5 miles per hour.
Obtain approval
upon completion of the proof rolling of the base course.
]3.7
FINISHING AT EDGES OF BASE COURSE
Place earth or other approved materials along the edges of the base
course in such quantity that it will compact to the thickness of the
course being constructed.
When the course is being
constructed in two or more layers, place material to the thickness of
each layer.
In each operation, allow at least a one foot width of the
shoulder to be rolled and compacted simultaneously with the rolling and
compacting of each layer.
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Approve materials and material sources in advance of the use of such
materials in the work. Replace base where samples are removed.
[Provide duplicate samples to the Contracting
]
Officer on an average of [
samples a [week] [month]. Take duplicate samples at the same time and
in the same manner as the original.]
3.8.1
3.8.1.1
Sampling
Aggregates at the Source
Prior to production and delivery of aggregates, take at least one
initial sample in accordance with ASTM D 75/D 75M. Collect each sample
by taking three incremental samples at random from the source material
to make a composite sample of not less than 50 pounds.
Repeat above
sampling when source of material is changed or when unacceptable
deficiencies or variations from specified grading of materials are
found in testing.
3.8.1.2
During Construction
] tons of completed course
Take one random sample from each [1000] [
material, but not less than one random sample per day's run. Take
samples in accordance with ASTM D 75/D 75M.
3.8.1.3
Sample Identification
Place each sample in a clean container, securely fastened to prevent
loss of material.
Tag each sample for identification and with the
following information:
Contract No.
Sample No.
Quality
Date
of
Sample
Sampler
Source
Intended
Use
For Testing
3.8.2
Testing
3.8.2.1
Aggregates
Test each sample of base course material without delay. Make gradation
tests from each sample in accordance with ASTM C136. Make sieve
analysis on material passing the No. 200 sieve in accordance with ASTM
C117.
3.8.2.2
Smoothness Tests
Test with a 10 foot straightedge, applied parallel with and at right
angles to the center line of the paved area. Correct deviations in the
surface in excess of [3/8] [1/2] inch by loosening, adding or removing
material, reshaping, watering, and compacting.
The smoothness
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requirements specified herein apply only to the top layer when base
course is constructed in more than one layer.
3.8.2.3
Field Density Tests
ASTM D 1556 or [ASTM D 6938]. Take one test for each [500] [
square yards of each layer of base course.
3.8.2.4
]
Laboratory Density Tests
In accordance with ASTM D 1557, Method D.
3.8.2.5
Thickness Tests
Measure thickness of base course at intervals such that there will be a
] square yards of
depth measurement for at least each [500] [
complete base course.
Make depth measurements by test holes, at
least 3 inches in diameter, through the base course.
Where base
course deficiency is more than 1/2 inch, correct by scarifying, adding
mixture of proper gradation, reblading, and recompacting. Where the
measured thickness is more than 1/2 inch thicker than indicated, consider
it as the indicated thickness plus
1/2 inch for determining the average. The average thickness is the
average of the depth measurements and shall not underrun the thickness
indicated.
3.9
MAINTENANCE
After construction is completed, maintain the base course
throughout, except where portion of the succeeding course is under
construction
thereon. Maintenance includes drainage, rolling, shaping, and watering,
as necessary, to maintain the course in proper condition. Correct
deficiencies in thickness, composition, construction, smoothness,
and density, which develop during the maintenance, to conform to
the requirements specified herein.
Maintain sufficient moisture
by light sprinkling with water at the surface to prevent a dusty
condition.
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SECTION 321343
PERVIOUS CONCRETE
PAVING
PART 1
1.1
GENERAL
REFERENCES
AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)
ACI 305R
(2010) Specification for Hot Weather
Concretin
g
ACI 306.1
(1990; R 2002) Standard Specification for
Cold Weather Concreting
ACI 522.1
(2008) Specification For Pervious Concrete
Pavemen
t
ASTM C1077
(2011b) Standard Practice for
Laboratories Testing Concrete and
Concrete Aggregates for Use in
Construction and Criteria for Laboratory
Evaluation
ASTM C1157/C1157M
Hydraulic
Cement
ASTM C1260
(2007) Standard Test Method for Potential
Alkali Reactivity of Aggregates
(Mortar-Bar Method)
ASTM C140
Sampling and Testing Concrete Masonry
Units and Related Units
ASTM C150/C150M
(2011) Standard Specification for Portland
Cemen
t
ASTM C1567
Potential Alkali-Silica Reactivity of
Combinations of Cementitious Materials
and Aggregate (Accelerated Mortar-Bar
Method)
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ASTM C1602/C1602M
Mixing Water Used in Production of
Hydraulic Cement Concrete
ASTM C1688/C1688M
(2010a) Standard Test Method For Density
And Void Content Of Freshly Mixed
Pervious Concrete
ASTM C171
(2007) Standard Specification for Sheet
Materials for Curing Concrete
ASTM C172
Freshly Mixed Concrete
ASTM C174/C174M
Measuring Thickness of Concrete
Elements Using Drilled Concrete Cores
ASTM C260/C260M
(2010a) Standard Specification for
Air-Entraining Admixtures for Concrete
ASTM C33/C33M
Aggregate
s
ASTM C42/C42M
(2010a) Standard Test Method for
Obtaining and Testing Drilled Cores and
Sawed Beams of Concrete
ASTM C494/C494M
(2011) Standard Specification for Chemical
Admixtures for Concrete
ASTM C595/C595M
(2010) Standard Specification for Blended
Hydraulic
Cements
ASTM C618
Coal Fly Ash and Raw or Calcined
Natural Pozzolan for Use in Concrete
ASTM C94/C94M
Ready-Mixed Concrete
ASTM C989
(2010) Standard Specification for Slag
Cement for Use in Concrete and Mortars
1.2
RELATED SECTIONS
Pervious pavement systems shall use Section 32 11 16.16 [BASE COURSE
FOR RIGID] [AND SUBBASE COURSE FOR FLEXIBLE] [SUBBASE COURSE FOR
PERVIOUS] PAVING 32 11 24 GRADED CRUSHED AGGREGATE BASE COURSE FOR
[PERVIOUS] [FLEXIBLE] PAVEMENT, in addition to this section.
1.3
SUBMITTALS
submittals not having a "G" designation are [[for information only.
Wh
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en used, a designation following the "G" designation identifies the
office
that will review the submittal for the Government.] The following shall
be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data[; G][;
G,] Curing materials
Admixtures
Submit a complete list of materials including type, brand
and applicable reference specifications.
Aggregates
SD-05 Design Data [; G][; G,
] Concrete mix design
Thirty days minimum prior to concrete placement, submit a mix
design with applicable tests for approval. Submit a complete
list of materials including type; brand; source and amount of
cement, fly ash, slag, coarse aggregate, fine aggregate, and
admixtures; and applicable reference specifications.
Provide
mix proportion data using a recognized proportioning procedure.
Provide separate mixture proportions and test data for each
coarse aggregate source and size proposed for use. Submittal
shall clearly indicate where each mix design will be used when
more than one mix design is submitted.
Obtain acknowledgement
of approvals prior to concrete placement. Submit a new mix
design for each aggregate or raw material supplier change.
SD-06 Test Reports [
G] Aggregate
tests
Air Content test
Flexural strrength test tests
SD-07 Certificates[;
G]
Ready-mixed concrete plant
Batch tickets
Cementitious materials
1.4 DELIVERY AND STORAGE ASTM
C94/C94M.
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QUALITY ASSURANCE
1.5.1
Ready-mixed Concrete Plant Certification
Unless otherwise approved by the Contracting Officer, ready mixed
pervious concrete shall be produced and provided by a National Ready-Mix
Concrete Association (NRMCA) certified plant. .
1.5.2
Contractor Qualifications
Unless waived by the Contracting Officer, the Contractor shall meet one of
the following criteria:
a. Contractor shall have at least one National Ready Mixed Concrete
Association (NMRCA) certified pervious concrete craftsman on
site, overseeing each placement crew during all concrete
placement.
b. Contractor shall have no less than three NRMCA certified pervious
concrete installers, who shall be on site working as members of
each placement crew during all concrete placement.
1.5.3
Required Information
Submit copies of laboratory test reports showing that the mix has been
successfully tested to produce concrete with the properties specified
and that mix will be suitable for the job conditions.
The
laboratory test reports shall include mill test and all other test for
cementitious materials, aggregates, and admixtures.
Provide
maximum nominal aggregate size, combined aggregate gradation analysis,
percentage retained and passing sieve, and a graph of percentage
retained verses sieve size.
Test reports shall be submitted
along with the concrete mix design.
Sampling and testing of
materials, concrete mix design, sampling and testing in the field shall
be performed by a commercial testing laboratory which conforms to ASTM
C1077.
The laboratory shall be approved in writing by the
Government.
1.5.4
Batch Tickets
ASTM C94/C94M. Submit mandatory batch ticket information for each load
of ready-mixed concrete.
1.5.5
2.1
1.6
[Enter Appropriate Subpart Title Here]1.6.1
PART 2
PRODUCTS
MATERIALS
2.1.1
Cementitious Materials
Cementitious materials in concrete mix shall be 20 to 50 percent
non-portland cement pozzolanic materials by weight. [Provide test data
demonstrating compatibility and performance of concrete satisfactory to
Contracting Officer.]
2.1.1.1
Cement
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ASTM C150/C150M, Type I or II [III, for high early concrete] [or V]
[low alkali]or ASTM C595/C595M, Type IS, IP, or P [MS] [MH] [mortar
expansion] or ASTM C1157/C1157M [MS] [HS] [R].
2.1.1.2
Fly Ash and Pozzolan
ASTM C618, Type C, F, or N. Fly ash certificates shall include
test results in accordance with ASTM C618.
2.1.1.3
Slag
ASTM C989, Slag Cement (formerly Ground Granulated Blast Furnace Slag)
Grade 100 or 120. Certificates shall include test results in
accordance with ASTM C989.
2.1.2
Water
Water shall conform to ASTM C1602/C1602M. Hot water shall not be
used unless approved by the Contracting Officer.
2.1.3
Aggregate Tests
Coarse aggregate shall consist of crushed or uncrushed gravel, crushed
stone, or a combination thereof. Aggregates, as delivered to the mixers,
shall consist of clean, hard, uncoated particles. Coarse aggregate shall
be washed.
Washing shall be sufficient to remove
dust and other coatings.
Fine aggregate shall consist of natural sand, manufactured sand, or a
combination of the two, and shall be composed of clean, hard, durable
particles. Both coarse and fine aggregates shall meet the requirements
of ASTM C33/C33M.
2.1.3.1
Alkali Reactivity Test
2.1.3.2
Fine Aggregates
ASTM C33/C33M.
2.1.3.3
Coarse Aggregates
a. Gradation:ASTM C33/C33M,[#67][#8][#89].
b. Quality: ASTM C33/C33M, Class 4M or 4S, depending on weathering
region. c. Alkali-Silica Reactivity: Test in accordance with ASTM C1260,
as
2.1.4
specified in ASTM C33/C33M, Appendix XI. Aggregates failing to meet the
expansion limit of 0.08 percent at 16 days after casting shall be
replaced or mitigated using fly ash, pozzolan, or slag in accordance
with ASTM C1567.
Admixtures
ASTM C494/C494M: Type A, water reducing; Type B, retarding; and Type D,
water-reducing and retarding, except acceptance shall be based on 28 day
physical properties. Do not use calcium chloride admixtures. Where not
shown or specified, the use of admixtures is subject to written approval
of the Contracting Officer.
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ASTM C260/C260M: Air-entraining.
2.1.5
Curing Materials
2.1.5.1
Polyethylene Sheet
ASTM C171, 0.006 inch clear or white opaque polyethylene cut to a minimum
of
24 incheswider than full placement width, for curing of pervious concrete.
2.1.6
Edge Restraints
Edge restraints for pervious systems shall be [concrete].
2.2
CONCRETE PAVEMENT
2.2.1
2.3
CONTRACTOR-FURNISHED MIX DESIGN
Contractor-furnished mix design concrete shall be designed in
accordance with ACI 522.1 except as modified herein, and the mix design
shall be as specified herein under paragraph entitled "Submittals."
The concrete
may be air entrained. The minimum cement factor shall be 500 lbs.
The water/cementitious materials ratio shall be 0.26-0.40. The air voids
shall be 18 to 22 percent, as measured in accordance with ASTM
C1688/C1688M.
PART 3
EXECUTION
3.1
PREPARATION FOR PERVIOUS SYSTEMS
Verify compacted subgrade, granular base or stabilized soil is
acceptable and ready to support paving and imposed loads. Subgrade
compaction shall not exceed 94 percent of modified proctor. Install edge
restraints per the drawings and manufacturer's recommendations.
3.2
3.2.1
FORMS
Construction
Construct forms to be removable without damaging the concrete.
3.2.2
Coating
Before placing the concrete, coat the contact surfaces of forms with a
non-staining mineral oil, non-staining form coating compound, or two coats
of nitro-cellulose lacquer. [When using existing pavement as a form, clean
existing concrete, but do not apply form release agent to previously placed
concrete.]
3.2.3
Grade and Alignment
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Check and correct grade elevations and alignment of the forms
immediately before placing the concrete.
3.3
3.3.1
MEASURING, MIXING, CONVEYING, AND PLACING CONCRETE
Measuring
ASTM C94/C94M.
3.3.2
Mixing
ASTM C94/C94M, except as modified herein. Begin mixing immediately after
cement has been added to aggregates. When the air temperature is greater
than 85 degrees F, place concrete within 60 minutes. With the approval of
the Contracting Officer, a hydration stabilizer admixture meeting the
requirements of ASTM C494/C494M Type D, may be used to extend the
placement time to 90 minutes. Additional water may be added to enhance
workability up to a level acceptable to the contractor without causing
paste drain or
exceeding the specified water-cement ratio.
3.3.3
Conveying
ASTM C94/C94M, pervious concrete may not be placed by pumping.
3.3.4
Placing
Placement of pervious concrete should comply with guidelines set in
ACI 522.1, except as modified herein. Do not exceed a free vertical drop
of
5 feet. Place concrete continuously at a uniform rate, with
minimum
amount of segregation, without damage to the grade and without unscheduled
stops except for equipment failure or other emergencies. Deposit concrete
either directly from the transporting equipment or by conveyor on to the
pre-wetted subgrade or subbase. Do not place
concrete on frozen subgrade or subbase. Deposit the concrete between the
forms to an approximately uniform height. Spread the concrete using a
come-along, square ended shovel, or rake. Do not allow foot traffic on the
fresh concrete. Strike off the concrete between forms using a rolling
screed. . Place concrete continuously at a uniform rate, with a minimum
amount of segregation, without damage to the grade and without unscheduled
stops except for equipment failure or other emergencies. If this occurs
within 10 feet of a previously placed expansion joint, remove concrete back
to joint, repair any damage to grade, install a construction joint and
continue placing concrete only after cause of the stop has been corrected.
Do not use steel trowels or power finishing equipment. Finish the pavement
to the elevations and thickness specified or indicated and compact the
fresh concrete to meet the requirements of final finish as described
herein. Compact the concrete along the slab edges with hand tools. Compact
concrete to a dense, pervious surface. Edge top surface to a radius of not
less than 1/4 inch, where required.Construct the pavement to comply with
the following tolerances:
a. Elevation:
plus 3/8 inch; minus 3/8 inch
b. Thickness:
plus 1.5 inches; minus 3/8 inch
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plus 1/4 inch; minus 0 inch
Mechanically sweep pavement before testing hardened concrete for
compliance tolerances.
3.3.5
Cold Weather
Do not place concrete when ambient temperature is below 40 degrees F or
when concrete is likely to be subjected to freezing temperatures within
24 hours without approval from the contracting officer. If approval is
granted, heat concrete materials so that the temperature of the concrete
at placement is between 65 and 80 degrees F. Methods of heating materials
are subject to approval by the Contracting Officer. Do not use heated
mixing water. Follow practices found in ACI 306.1.
3.3.6
Hot Weather
Maintain required concrete temperature in accordance with Figure 2.1.5
in ACI 305R to prevent evaporation rate from exceeding 0.2 pound of
water per square foot of exposed concrete per hour. Cool ingredients
before mixing or use other suitable means to control concrete
temperature and prevent rapid drying of newly placed concrete. After
placement, use fog spray,
apply monomolecular film, or use other suitable means to reduce the
evaporation rate. Start curing within 20 minutes of concrete
discharge. Cool underlying material by sprinkling lightly with water
before placing concrete.
3.4
PAVING
[Install pervious paving system in accordance with manufacturer's
recommendations and as indicated. Install surface elevation of the
paving system 1/8 to 1/4 inch above adjacent drainage inlets, concrete
collars, or channels.
Manufacturer's recommendations shall
take precedence over the specifications in the event of conflicting
requirements between the two.
]Pavement shall be constructed with paving and finishing
equipment utilizing [fixed forms].
3.4.1
Consolidation
Surface vibration shall be automatically controlled so that it shall
be stopped immediately as forward motion ceases.
Excessive vibration
shall not be permitted.
Concrete in small, oddshaped slabs or in locations inaccessible to the paver mounted
vibration equipment shall be tamped. Vibrators shall not be used to
transport or spread the concrete.
3.4.2
Operation
When paving between or adjacent to previously constructed pavement (fillin lanes), provisions shall be made to prevent damage to the previously
constructed pavement, including keeping the existing pavement surface
free of any debris.
3.4.3
Required Results
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The paving equipment shall be operated to produce a thoroughly
consolidated slab throughout, true to line and grade within specified
tolerances.
The
paver-finishing operation shall produce a surface finish free of
irregularities, tears, and any other discontinuities. The equipment and
its operation shall produce a finished surface requiring no hand
finishing, other than the use of jointing tools, except in very
infrequent instances. No water, other than true fog sprays (mist), shall
be applied to the concrete surface during paving and finishing.
3.4.4
Fixed Form Paving
Forms shall be steel, except that wood forms may be used for curves
having a radius of 150 feet or less, and for fillets.
Forms may be
built up with metal or wood, added only to the base, to provide an
increase in depth of not more than 25 percent. The base width of the
form shall be not less than eight-tenths of the vertical height of the
form, except that forms 8
inches or less in vertical height shall have a base width not less than
the vertical height of the form. Wood forms for curves and fillets shall
be
adequate in strength and rigidly braced. Forms shall be set on firm
material cut true to grade so that each form section when placed will
be firmly in contact with the underlying layer for its entire base.
Forms shall not be set on blocks or on built-up spots of
underlying material. [Prior to setting forms for paving operations, the
Contractor shall demonstrate the proposed form setting procedures at an
approved location and shall not proceed further until the proposed
method is approved.] Forms shall remain in place at least 12 hours
after the concrete has been placed.
Forms shall be removed
without injuring the concrete.
3.4.5
Slip Form Paving
When approved for use by the Contracting Officer, the slipform paver
shall shape the concrete to the specified and indicated cross section in
one pass, and shall finish the surface and edges so that only a very
minimum amount of hand finishing is required.
3.5
FINISHING CONCRETE
Start finishing operations immediately after placement of concrete. Use
finishing machine, except hand finishing may be used in emergencies and
for concrete slabs in inaccessible locations or of such shapes or sizes
that machine finishing is impracticable.
Finish pavement surface on both sides of a joint to the same
grade.
Finish formed joints from a securely
supported transverse bridge. Provide hand finishing equipment for use at
all times.
3.5.1
Side Form Finishing
Strike off and screed concrete to the required [crown] [slope] and
cross-section by a power-driven transverse finishing machine. Transverse
rotating tube or pipe shall not be permitted unless approved by the
Contracting Officer. Elevation of concrete shall be such that, when
consolidated and finished, pavement surface will be adequately consolidated
and at the required grade. Equip finishing machine with two screeds which
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are readily and accurately adjustable for changes in pavement [crown]
[slope] and compensation for wear and other causes.
Make as many
passes over each area of pavement and at such intervals as necessary to
give proper compaction, retention of coarse aggregate near the finished
surface, and a surface of uniform texture, true to grade and [crown]
[slope]. Do not permit excessive operation over an area, which will result
in an excess of mortar and water being brought to the surface.
3.5.1.1
Equipment Operation
Maintain the travel of machine on the forms without lifting, wobbling,
or other variation of the machine which tend to affect the precision of
concrete finish. Keep the tops of the forms clean by a device attached
to the machine.
During the first pass of the finishing machine,
maintain a uniform ridge of concrete ahead of the front screed for its
entire length.
3.5.1.2
Joint Finish
Before concrete is hardened, correct edge slump of pavement, exclusive
of edge rounding, in excess of 0.02 foot.
Finish concrete surface on
each side of construction joints to the same plane, and correct
deviations before newly placed concrete has hardened.
3.5.1.3
Hand Finishing
Strike-off and screed surface of concrete to elevations slightly above
finish grade so that when concrete is consolidated and finished
pavement surface is at the indicated elevation.
Vibrate entire
surface until required compaction and reduction of surface voids is
secured with a strike-off template.
3.5.1.4
Longitudinal Floating
After initial consolidation, further smooth and consolidate concrete by
means of hand-operated longitudinal rollers. Use rollers that are not
less than 6 feet long and 8 inches in diameter and stiffened to prevent
flexing and warping.
3.5.2
Edging
Immediately after consolidation and jointing, carefully finish slab
edges, including edges at formed joints, with an edge having a radius of
not less than 0.25 inch. Clean by removing loose fragments and soupy
mortar from corners or edges of slabs which have crumbled and areas
which lack sufficient mortar for proper finishing.
Refill
voids solidly with a mixture of suitable proportions and consistency and
refinish.
Remove
unnecessary tool marks and edges. Remaining edges shall be smooth and true
to line. [Install edge restraints of pervious systems per the drawings and
manufacturer's recommendations.]
3.5.3
Jointing
Construct joints at the locations, depths, and width dimensions indicated
on the project drawings or the approved shop drawings submitted by the
contractor. Tool contraction joints in fresh concrete immediately after
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the concrete has been compacted to the specified depth and width. Do not
sawcut joints. Extend expansion joints through the full depth of the
pavement. Cut expansion material flush to grade after concrete has fully
hardened and provide joint filler material as indicated or as approved on
the shop drawings submitted by the Contractor.
3.5.3.1
Joint Layout Drawings
If jointing requirements on the project drawings are not compatible
with the contractor's placement sequence, the contractor shall submit a
joint layout plan shop drawing to the Contracting Officer for approval.
No work shall be allowed to start until the joint layout plan is
approved. The joint layout plan shall indicate and describe in the
detail the proposed jointing plan for contraction joints, expansion
joints, and construction joints, in accordance with the following:
a. Indicate locations of contraction joints, construction joints, and
expansion joints. Spacing between contraction joints shall not
exceed
15 feet unless noted otherwise or approved by the Contracting Officer.
b. The larger dimension of a panel shall not be greater than 125 percent
of the smaller dimension.
c. The minimum angle between two intersecting joints shall be 80
degrees, unless noted otherwise or approved by the Contracting
Officer.
d. Joints shall intersect pavement-free edges at a 90 degree angle the
pavement edge and shall extend straight for a minimum of 1.5 feet
from the pavement edge, where possible.
e. Align joints of adjacent panels.
f. Align joints in attached curbs with joints in pavement when possible.
g. Ensure joint depth, widths, and dimensions are specified.
h. Minimum contraction joint depth shall be 1/4 of the pavement thickness.
The minimum joint width shall be 1/8 inch.
i. Use expansion joints only where pavement abuts buildings,
foundations, manholes, and other fixed objects.
3.6
CURING AND PROTECTION
Curing of pervious concrete shall be in accordance with ACI 522.1.
Protect concrete adequately from injurious action by sun, rain, flowing
water, [frost,] mechanical injury, tire marks and oil stains, and do not
allow it to dry out from the time it is placed until the expiration of
the minimum curing periods specified herein. Use White-Polyethylene
Sheet, except as specified otherwise herein. Do not use membrane-forming
compound. Maintain temperature of air next to concrete above 40 degrees
F for the full curing periods.
3.6.1
White-Polyethylene Sheet
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Begin curing within 20 minutes of concrete discharge unless longer
working time is accepted by the Contracting Officer. Lay sheets directly
on concrete surface and overlap 12 inches.
Make sheeting not less than
24 inches wider than concrete surface to be cured, and weight down on
the edges, without using soil or debris, and over the transverse laps to
form
closed joints. Repair or replace sheets when damaged during curing.
Check daily to assure sheets are soundly in place.
If
moisture evaporates,
re-saturate concrete and replace polyethylene on pavement (re-saturation
and re-placing shall take no longer than 10 minutes per sheet). Leave
sheeting on concrete surface to be cured for at least 7 days.
3.7
3.7.1
Sampling
The Contractor's approved laboratory shall collect samples of fresh
concrete in accordance with ASTM C172 during each working day as
required to perform tests specified herein.
3.7.2
Consistency Tests
The Contractor's approved laboratory shall perform concrete density tests
on the fresh concrete in accordance with ASTM C1688/C1688M. Take samples
for density determination from concrete during placement. Perform tests
at the beginning of a concrete placement operation and and for each batch
(minimum) or every 50 cubic yards (maximum) of concrete to ensure that
specification requirements are met. The fresh density shall be within
plus or minus 5 lb/CF of the accepted fresh density from the submitted
mixture proportions.
3.7.3
Sample Cores
After a minimum of 7 days following each placement, three cores shall
be taken at random per the Contracting Officer's discretion. Core
hardened concrete panels in accordance with ASTM C42/C42M Test thickness
and density of the cores in accordance with ASTM C174/C174M and
paragraph 9.3 of ASTM C140, respectively.
Tolerance for
thickness and density reported as the average of three cores of each
test panel shall be as follows:
a. The average compacted thickness shall not be more than .25 in less
than the specified thickness.
b. The average compacted thickness shall not exceed the specified
thickness by more than 1.5 in.
c. The average hardened density shall be within plus or minus 5 percent
of the accepted hardened density of the test panels.
Core holes shall be filled with regular concrete or pre-mixed grout.
3.7.4.1
Surface Smoothness Requirements
The finished surfaces of the pavements shall have no abrupt change of 1/8
inch or more, and [all pavements shall be within the tolerances specified
when checked with a 12 foot straightedge: 1/5 inch longitudinal and 1/4
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inch transverse directions for roads and streets and 1/4 inch for both
directions for other concrete surfaces, such as parking
areas.][variations in final pervious surface shall not be more than [3/8]
inch under a 10 foot straightedge.]
3.7.4.2
Surface Smoothness Testing Method
The surface of the pavement shall be tested with the straightedge to
identify all surface irregularities exceeding the tolerances specified
above. The entire area of the pavement shall be tested in both a
longitudinal and a transverse direction on parallel lines approximately
15 feet apart. The straightedge shall be held in contact with the surface
and moved ahead one-half the length of the straightedge for each
successive measurement.
The amount of surface irregularity shall be
determined by placing the straightedge on the pavement surface and
allowing it to rest upon the two highest spots covered by its length and
measuring the maximum gap between the straightedge and the pavement
surface, in the area between these two high points. Measurement of the
gap shall be made with a steel spacer bar of rectangular section the same
thickness as the allowable gap, and width of four times the nominal
maximum aggregate size.
3.7.5
Plan Grade Testing and Conformance
The surfaces shall vary not more than 0.06 foot above or 0.0 feetbelow
the plan grade line or elevation indicated. Each pavement category
shall be checked by the Contractor for conformance with plan grade
requirements by running lines of levels at intervals to determine the
elevation at each joint intersection.
3.7.6
OPEN TO TRAFFIC
Do not open the pavement to vehicular traffic until the concrete has
cured at least fourteen (14) days or until the pavement is accepted by
3.8
WASTE MANAGEMENT
In accordance with the Waste Management Plan.[ Protect excess
material from contamination and return to manufacturer, or reuse onsite for walkways, patching, ditch beds, speed bumps, or curbs.]
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SECTION 05090
WELDING, STRUCTURAL
PART 1
1.1
GENERAL
REFERENCES
designation only.
AISC ASD Spec
(1989) Specification for Structural Steel
Buildings - Allowable Stress Design, Plastic
Design
AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT)
ASNT RP SNT-TC-1A
(1996) Recommended Practice SNT-TC-1A
AWS A2.4
AWS A3.0
(1994) Standard Welding Terms and Definitions
AWS D1.1
(1998) Structural Welding Code - Steel
AWS Z49.1
(1999) Safety in Welding and Cutting and
Allied Processes
1.2
DEFINITIONS
Definitions of welding terms shall be in accordance with AWS A3.0.
1.3
The design of welded connections shall conform to AISC ASD Spec unless
otherwise indicated or specified.
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A.A current hot work permit must be posted on the project sign and all on
site welders must have their current certification for the assigned task
and one form of nonexpired identification I.E. Drivers License.
B.All welding trucks must be grounded with 6’ ground rod using 10ga solid
copper wire with clamps. All gas cutting equipment must have properly
installed flash protection devices, inspected daily by the project QC for
compliance and noted on dailies.
1.4
SYMBOLS
Symbols shall be in accordance with AWS A2.4, unless otherwise indicated.
1.5
SAFETY
Safety precautions during welding shall conform to AWS Z49.1.
PART 2
2.1
PRODUCTS
WELDING EQUIPMENT AND MATERIALS
All welding equipment, electrodes, welding wire, and fluxes shall be capable
of producing satisfactory welds when used by a qualified welder or welding
operator performing qualified welding procedures. All welding equipment and
materials shall comply with the applicable requirements of AWS D1.1.
PART 3
3.1
EXECUTION
WELDING OPERATIONS
Electrode
__________
Voltage Limits
________________
Travel Speed Limits
____________________
E6010
28
-
32
125 - 380 mm/minute
(5 - 15 inch/minute)
E6011
28
-
32
150 - 300 mm/minute
E6013
22
-
26
200 - 360 mm/minute
E7018
25
-
28
150 - 510 mm/minute
200 - 410 mm/minute
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E7024
26
-
32
E8018
22
-
28
200 - 510 mm/minute
E11018
25
-
30
150 - 410 mm/minute
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These limits are for 3.0 mm (1/8 inch) diameter electrodes and
the voltage will vary a small amount (plus or minus 2 volts)
with different diameters. The travel speed limits will remain
constant. The current limits, which are based on coating
types and core wire diameter, should be as designated in AWS
A5.1. The heat input, measured in Joules per mm (Joules per
inch),
(Voltage x Current x 60)/(Travel speed inch/minute).
This should not exceed 2,165 Joules per mm (55,000 Joules per
inch) for A36 steel. With higher heat inputs, the weld metal
strengths fall below the specification limits. For gas metalarc welding, the maximum heat input should be 1,969 Joules per
mm (50,000 Joules per inch).
3.1.1
Requirements
Workmanship and techniques for welded construction shall conform to the
requirements of AWS D1.1 and AISC ASD Spec. When AWS D1.1 and the AISC ASD
Spec specification conflict, the requirements of AWS D1.1 shall govern.
3.2
GOVERNMENT INSPECTION AND TESTING
The Government will perform inspection and testing for acceptance to the
extent determined by the Contracting Officer. The costs of such inspection
and testing will be borne by the Contractor if unsatisfactory welds are
discovered, or by the Government if the welds are satisfactory. The work
may be performed by the Government's own forces or under a separate contract
for inspection and testing. The Government reserves the right to perform
supplemental nondestructive and destructive tests to determine compliance
with paragraph STANDARDS OF ACCEPTANCE.
3.3
CORRECTIONS AND REPAIRS
When inspection or testing indicates defects in the weld joints, the welds
shall be repaired using a qualified welder or welding operator as
applicable. Corrections shall be in accordance with the requirements of AWS
D1.1 and the specifications. Defects shall be repaired in accordance with
the approved procedures. Defects discovered between passes shall be
repaired before additional weld material is deposited. Wherever a defect is
removed and repair by welding is not required, the affected area shall be
blended into the surrounding surface to eliminate sharp notches, crevices,
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or corners. After a defect is thought to have been removed, and before
rewelding, the area shall be examined by suitable methods to ensure that the
defect has been eliminated. Repair welds shall meet the inspection
requirements for the original welds. Any indication of a defect shall be
regarded as a defect, unless reevaluation by nondestructive methods or by
surface conditioning shows that no unacceptable defect is present.
--- END OF SECTION --SECTION 16600
INSTALLATION OF HIGHWAY TRAFFIC SIGNALS TRAFFIC SIGNAL CONTROL ASSEMBLIES
1.1
DESCRIPTION
This Item shall govern for construction of highway traffic signal installations
of the various types as shown on the task orders.
1.2
GENERAL
Unless otherwise shown on the plans, electrical materials and construction
methods shall conform to the NEC and additional local utility requirements.
All materials furnished by the Contractor shall be new.
All materials and construction methods shall conform to the requirements of
this Section and the following Sections:
Section 16700 Item 618, "Conduit"
Section 16680 Item 624, "Ground Boxes"
Section 16630 Item 656, "Foundations for Traffic Signals"
Section 16640 Item 682, "Vehicle and Pedestrian Signal Heads"
Section 16650 Item 684, "Traffic Signal Cables"
Section 16620 Item 686, "Traffic Signal Pole Assemblies"
Section 16660 Item 688, "Traffic Signal Detectors"
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Controller assemblies shall conform to the requirements of the “Traffic Signal
Controller Assembly” paragraph.
1.3
Sampling and testing of traffic signal
accordance with Test Method Tex 879-B.
1.4
controller
assemblies
shall
be
in
ELECTRICAL REQUIREMENTS
1.4.1
Electrical Services
Shall be constructed by others not this contract.
1.5
OPERATIONAL REQUIREMENTS
1.5.1
Contractor shall program the traffic signal controller.
1.5.2
Contractor shall program the conflict monitor.
1.5.3
Contractor shall program loop detectors.
1.6
1.6.1
TRAFFIC SIGNAL CONTROLLER ASSEMBLIES
Description
The Controller Assembly shall be constructed, furnished and installed in
accordance with this specification and plan drawings. The Controller Assembly
shall be a sole source procurement from Intersection Development Corp., 11650
Seaboard Circle, Stanton, CA, Ph (714)447-0355. The controller assembly shall
be supplied and installed as a unit complete and useable.
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The keys for the controller cabinet shall be delivered to the Contracting
Officer.
The instruction manual and wiring diagrams for all equipment in the controller
cabinet, shall be placed inside the controller cabinet.
1.6.2
Materials
All materials shall be new.
be as follows:
Component No.
ENG 609301
Major components of the Controller Assembly shall
Description
P44 Cabinet
Qty
1.0 ea
(Reference sheet & of plan drawings)
006922-4BLT
820A OSAM Controller
1.0 ea
LCD-12P
NEMA Conflict Monitor
1.0 ea
12 Channel with Display
DVLS
Diagnostic Vehicle Load
12.0 ea
Switch Discrete-SSD
204D
Discrete Flasher 25 AMP
1.0 ea
28024624-002
Relay Power 20A @120VAC
4.0 ea
DPDT 277VAC Socket MTG
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205
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Power Supply 4 Chnl
8.0 ea
24VDC Rack Mount
813-10355
1.6.3
Loop Detector
12.0 ea
Controller Assemblies
Immediately prior to mounting the controller assembly on the foundation, a bead
of silicone caulk shall be applied to seal the cabinet base. Any space between
conduit entering the controller and the foundation shall be sealed with
silicone caulk.
When the project is complete, the keys for the controller cabinets shall be
delivered to the Contracting Officer.
The instruction manual and wiring diagrams for all equipment in the controller
cabinet, shall be placed inside the controller cabinet.
1.6.3.1
Submittal - A cabinet
submitted to the Contracting Officer.
1.6.4
inventory
conformance
sheet
shall
be
Measurement
The Controller Assembly will be measured as each Controller Assembly complete
in place.
1.6.5
Payment
The work performed and materials furnished in accordance with the bid item
Controller Assembly will be paid for the unit price bid for “Controller
Assembly”.
This price shall be full compensation for excavating and
backfilling; for constructing, furnishing and installing the Controller
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Assembly and concrete footing; and for all
incidentals necessary to complete the work.
1.6.6
tools,
equipment
and
Bid Item
The bid item will be:
1.7
labor,
$SU

Technical Exhibit “C” Open End Paving Contract

Transcription

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