20161214 - december's specifications committee...

December Specifications Committee Meeting Agenda

Meeting Date Wednesday, December 14, 2016 @ 9:00am

Building 5, Room 122Only WVDOT & FHWA personnel may attend the Specifications Committee meeting.

218.2-Materials Material Section update•307.1-Description & 307.2-Materials Material Section update•604.2-Materials, 604.13-Basis of Payment, & 604.13-Pay Items Material Section update & Pay Item

change to End Section

•

609.2-Materials & 609.10-Basis of Payment Material Section update•110.4-Provisions for West Virginia State Funds Contracts Removal of outdated & unused Subsection•Section 639-Construction Surveying Section updated with complete re-write•514.3.1-RCC Mix Design Requirements & 514.7.2.1-Mixing Time for Truck Mixers•Section 687-Shop Painting Metal Structures New Addition to the spec book•501.4-Test Methods, 501.19-Tolererance in Pavement Thickness, & 501.23-Basis of Payment Acceptance Method - MIT scan

•

601.10.2-Defects and Breakage Formatting revision to Table 703.4•703.4-Grading of Course Aggregates Formatting revision to Table 703.4•

Approved Permanent Specification changes from last Committee meeting (10/12/16)

SP521 - Full Depth Reclamation•SP601 - FRP Concrete Patching, Structural Repair•SP601 - Fiber Reinforced Polymer (FRP), Structural Repair•SP630 - Masonry Wall, Stone Facing•SP109 - FEMA Reimbursement•

Approved Project Specific Provisions (SP) from last Committee meeting (10/12/16)

SP679 - Overlaying of Portland Cement Concrete Bridge Decks•SP715.42.10 - Electrical Conduit•

Items removed from Committee Agenda

Old Business - Provisions discussed at last Committee meeting

SECTION TITLE DESCRIPTION

615 SP 615 - Temporary Falsework

Discussed in August & October; 3rd time to Committee. Project Specific provision for temporary falsework to support (East Burke Street - stone arch bridge) bridge during rehabilitation of structure.

Provision updated per comments at the October meeting; a redline copy, showing the changes/updates to the Special Provision (SP), from what was presented in October, is included.

Approval expected in December.

498 SP 498 - Ultra-Thin This is an update to previously approved SP's. It was discussed

20161214 - December's Specifications Committee Meeting

12-14-16 Agenda

498 SP 498 - Ultra-Thin Asphalt Overlay

This is an update to previously approved SP's. It was discussed in August & October; 3rd time to Committee. Project Specific provision update for Ultra-Thin Asphalt Overlay.

Provision updated per comments at the October meeting; a redline copy, showing the changes/updates to the SP (from what was presented in October) is included.

Approval expected in October.

616 SP 616 - Drilled and Grouted Micropiles

3rd time to Committee; discussed in August & October.Project Specific provision for drilled and grouted Micropiles.

Provision updated per comments at the October meeting; a redline copy, showing the changes/updates to the SP (from what was presented at last meeting) is included.

Approval expected in October.

105 SP 105 - Dates of Governing Specifications and Standard Details

2nd time to Committee; discussed in October.Project Specific provision to provide overriding dates for the Standard Specifications and Standard Details Book, Volume I and II. The special provision would be added to the project proposal and will alleviate need for the designer updating plan notes when these manuals are updated.



604 SP 604 - HDPE Pipe Liner

This is an update to previously approved SP's. 2nd time to Committee. Project Specific provision for HDPE Pipe Liner. The update adds ASTM references for this type of work.



627 SP 627 - Finger Expansion Dam & Drainage System

2nd time to Committee; discussed in October. Project Specific provision for a finger expansion dam.

No updates to the provision.


651 651 - Furnishing and Placing Topsoil

2nd time to Committee; discussed in October. Permanent Specification change to the material subsection of the Furnishing and Placing Topsoil Section.

12-14-16 Agenda

The provision is a redline copy, showing the changes/updates to the specification.


715 715.42.8 - Cabinets 2nd time to Committee; discussed in October. Permanent Specification change with a rewrite of the Cabinets subsection.

No updates to the provision.

New Business - New Provisions for Spec Committee

SECTION TITLE DESCRIPTION

625 SP 625 - Drilled Caisson Foundations

Discussed at May 2016 spec committee; removed in June. 1st time back in committee

Project Specific provision for drilled caisson foundations installation plan.

DBE SP for Disadvantaged Business Enterprises

This is an update to previously approved SP's. 1st time to Committee.

Project Specific Special Provision for Disadvantaged Business Enterprises (DBE). The update to the SP is to bring it in line with new standards; and will begin adding to DBE project proposals 1/1/17.



410 410.7.1.3-Shoulders and Ramps & 410.13.3.1-Price Adjustment

1st time to Committee.

Permanent Specification change to 410.7.1.3 and 410.13.3.1 to clarify when shoulder and ramp penalties apply. Please expedite your review of this spec change, as we intend to include in PWL projects after 1/1/17. The provision is a redline copy, showing the changes/updates to the specification.


601 SP 601 - Structural Concrete Internal Curing

This is an update to previously approved SP's. 1st time to Committee.

Project Specific Special Provision for Class H-IC Concrete. Most of the changes pertain to mix design requirements (i.e. no freeze-thaw testing, elimination of different batches with different SRA dosages, addition of shrinkage testing on Class H batch, etc.).

12-14-16 Agenda

Two version of the provision are included herein; one is a redline copy, showing the changes/updates to the SP and the other is a clean copy showing only the proposed language.

601 601.7-Mixing 1st time to Committee.

Permanent Specification change to 601.7 - Mixing. It limits the amount of water added to concrete mix (including job site additions) to an amount which would maintain the water-cement ratio (w/c) at or below the w/c that was established in the mix design.

604 SP 604 - HDPE Heat Fusion Joining


Project Specific provision for HDPE heat fusion joining.

607 SP 607 - High Tension Cable Barrier System


Project Specific provision for High Tension Cable Barrier System.

626 626.5.1.1.2-Modular Block Facings


Permanent Specification change to the material subsection of Modular Block Facings. It increases the time that a mix design is valid from one year to three years. It also clarifies the issue of needing a separate mix design for each type of block.


619 SP 619 -Waterproofing


Project Specific provision for Antirock Membrane.

663 SP 663 - District Wide Striping Contract


Project Specific provision for District Wide Striping Contract.

703 703.4 - Grading of Coarse Aggregates


Permanent Specification change to 703.4 - Standard Sizes of Coarse Aggregates.


704 704.8 - Shot Rock 1st time to Committee.

Permanent Specification change to 704.8 - Shot Rock. It changes the acceptance requirements so that they would be similar to Class 7 requirements.


707 707.9-Liquid 1st time to Committee.

12-14-16 Agenda

707 707.9-Liquid Membrane-Forming Compounds for Curing Concrete


Permanent Specification change to 707.9 - Curing Compound. It requires that, in order to be approved by the WVDOH, curing compound has to be tested by NTPEP and meet the requirements of the applicable specification.


Deadline for Comments is DECEMBER 9, 2016Comments are requested on these Specification Changes and Project Specific Special Provisions.

Please Send Comments to: [email protected] share your comments, they help in the decision making process.

Deadline for new items & updates to these provisions is DECEMBER 31, 2016If you are the 'champion' of any specification changes and/or project specific special provisions currently in the Specification Committee, it is your responsibility to edit/update/modify them in a timely minor per comments and discussion in Spec Committee.. Failure to submit updates may result in removal of item and/or delays.

Next MeetingWednesday, February 1, 2016 at 9AM (tentative)Building 5, Room 122: (If Available. If not available a change in venue will be attached on the door)

2017 Standard Specifications Roads and Bridges The 2017 Standard Specifications Roads and Bridges will be available in early 2017 and hard copies of the book may be purchased thereafter by contacting: Contract Administration Division at 304.558.2874An electronic copy of the book will be online in December at the Specifications Website http://www.transportation.wv.gov/highways/contractadmin/specifications/Pages/default.aspx

2017 Specifications Committee The Specification Committee typically meet every other month; 2017 meetings will be held in February, April, June, August, October, and December.Calendar subject to change, updates will be given, as needed.

Specifications Committee WebsiteCommittee meeting day, deadlines for submissions/comments, and a copy of the meeting agenda can be found on the Specifications Committee Websitehttp://www.transportation.wv.gov/highways/contractadmin/specifications/SpecComit/Pages/default.aspx

Material ProceduresMaterial Procedures (MPs) referenced in provisions are available upon request.

For questions regarding the Standard Specifications Roads and Bridges, Supplemental Specifications, Project Specific Special Provisions, or the Specifications Committee please e-mail [email protected]

12-14-16 Agenda

mailto:[email protected]

http://www.transportation.wv.gov/highways/contractadmin/specifications/Pages/default.aspx

http://www.transportation.wv.gov/highways/contractadmin/specifications/SpecComit/Pages/default.aspx


File Format Structure and Progression of items thru Specifications CommitteeThe purpose of the below protocol is to provide guidance on the file structure of Proposed Specification & Project Specific Special Provision as they progress thru Specification Committee. This procedure would facilitate a means of tracking changes from meeting to meeting; as the agendas & provisions are posted publicly online on the Spec Committee website.

TYPES OF PROVISIONS:

Unless inserted into a project proposal, these changes typically go into effect in January (of subsequent year) with the Supplemental Specifications.

○

Specification Changes – These are permeant changes to the WVDOT Standard Specifications.1.

Project Specific Special Provisions (SP) – Are applied to specifically designated projects.2.

Updates to previously approved SP – Are changes/edits/updated to SP that have been approved by spec committee.

3.

There are three standard types of provisions typically discussed in committee:

NEW BUSINESS ITEMS:

Specification Changes – Shown as red-line copy.1.

Project Specific Special Provisions (SP) – Will be shown in all black.2.

Updates to approved SP – Shown as red-line copy3.

New items to should be setup & submitted in the following format:

Brief overview of item•

Background info and/or reason for change•

Each items should also include a description with:

NOTE: Red-line copy is a form of editing in which indicate removal or addition of text. You can redline a Microsoft Word document by using the built in “Track Changes” feature or you can manually redline document with font color changes & strike-through.

OLD BUSINESS ITEMS:

Redline copy from prior meeting would not be shown•

Redline copy of new changes/updates (from previous meeting)•

Updated provisions that were discussed at the last committee meeting should be setup in the following format:

PROGRESSION OF ITEMS THRU COMMITTEE AND APPROVAL:

Few comments/discussion/minor changes … will recommend approval of item at next meeting•

A lot of comments/discussion … will not recommend approval at next meeting; item will be updated and reviewed again at next meeting.

•

SP’s in committee may be used in advertised project. Hope to work to address comments & finish approving at subsequent meeting.

•

Depending on how important the project and/or comments/discussion of item at previous meeting, than several things can happen in no particular order

12-14-16 Agenda

September 8, 2016October 12, 2016

Page 1 of 2

WEST VIRGINIA DEPARTMENT OF TRANSPORTATION

DIVISION OF HIGHWAYS

SPECIAL PROVISION

FOR

STATE PROJECT NUMBER:

FEDERAL PROJECT NUMBER:

FOR

SECTION 615

STEEL STRUCTURES

615.1 –GENERAL:

615.1.1 – Description:

ADD THE FOLLOWING PARAGRAPH TO THE SUBSECTION:

This work shall consist of the design, installation, and removal of temporary falsework to

support a bridge, culvert, wall, arch, or other structure as described in the plans. Temporary

falsework shall include foundations, structural members, connections, and other supports as

needed to adequately support the anticipated loads during construction, including, but not

limited to, dead loads and construction loads.

615.2 –WORKING DRAWINGS:

ADD THE FOLLOWING SUBSECTION TO THE SECTION:

615.2.4 – Temporary Falsework: The contractor shall submit drawings illustrating

full fully their proposed method of temporary support. The drawings shall show details of all

falsework bents, bracings, guys, dead-men, and attachments to the bridge; sequence of

installation; installation procedures; capacities and weights. The drawings shall be complete

in detail for all anticipated phases and conditions during erection. Design calculations, sealed

by a West Virginia Registered Professional Engineer, shall be submitted but by the

Contractor to the Engineer seven days prior to commencing work, unless otherwise noted in

the plans. Receipt of plans, drawings and calculations does not constitute review or approval

or relieve the contractor of their responsibility to satisfactorily design the temporary

DRAFT

September 8, 2016October 12, 2016

Page 2 of 2

falsework. The design calculations shall demonstrate that member capacities for falsework

and supported members are not being exceeded.

615.6 –ERECTION:


615.6.9 – Temporary Falsework: The Contractor’s attention is directed to sections

615.6.1 and 615.6.8. If the Contractor chooses not to place temporary falsework or the

temporary falsework does not successfully support the loads and/or the supported structure is

damaged, the Contractor is responsible for all remedies to return the supported structure to

the original condition, as directed by the Engineer.

615.8-BASIS OF PAYMENT:


615.8.1 – Temporary Falsework: The quantities, determined as provided above, will

be paid for at the contract unit prices bid for the items listed below, which prices and

payments shall be full compensation for furnishing all the material and doing the work herein

prescribed in a workmanlike and acceptable manner including all design, labor, tools,

equipment, supplies, excavations, foundations, submittals, and incidentals necessary to

complete the work.

The Contractor will be paid 5075% of the bid price for this item once all the falsework is

in place. The remaining 5025% will be paid once it is all removed.

615.9-PAY ITEM:

ADD THE FOLLOWING ITEM:

ITEM DESCRIPTION UNIT

615010-003 Temporary Falsework Lump Sum

DRAFT

March 20, 2014 November 3, 2016

Page 1 of 4



SPECIAL PROVISION

FOR



SECTION 498

ULTRA-THIN ASPHALT OVERLAY

DELETE THE ENTIRE CONTENTS AND REPLACE THE FOLLOWING.

498.1 – DESCRIPTION:

This Section covers the materials, equipment, construction, and application procedures

for placing Ultra-Thin Asphalt Overlays on existing paved surfaces. Ultra-Thin, as described in

this Special Provision shall be defined as a single lift ranging from 5/8” (70 psy) to 3/4” (85 psy).

498.2 – MATERIALS:

The mixture components of the asphalt mixture shall conform to the following

requirements:

498.2.1 – Tack Coat: The Tack Coat shall conform to the requirements of Section 408.2.

498.2.2 - Performance Graded Binders: The PG Binders shall conform to Section

705.5. The binder grade shall be noted on the typical section of the plans. selected in

accordance with Section 401.2 and Design Directive 644.

498.2.3 - Fine Aggregate: The fine aggregate used shall meet the requirements of ASTM

D1073, except that the gradation requirements shall be waived. In addition, aggregates used

for surface courses on projects with an ADT greater than 3000 shall be from an approved

source identified as having polish-resistant aggregates and considered potential skid-resistant

aggregate sources.

498.2.3.1 – Sand Equivalency - (ASTM D2419): The Sand Equivalency value

of the fine aggregate shall be 60 minimum.

DRAFT


Page 2 of 4

498.2.3.2 – Soundness - (ASTM C88MP 700.00.22): When subjected to five

cycles of the Sodium Sulfate test, the weighted percentage of loss shall not exceed twelve

(12%).

498.2.3.3 – Fine Aggregate Angularity - (AASHTO T304): When using

Method A, the Fine Aggregate blend shall have a Minimum uncompacted void content of

43%.

498.2.4 – Coarse Aggregate: If coarse aggregate is used, it shall meet the requirements

of Sections 703.1 through 703.3, with the exception that the total shale, coal and other

lightweight deleterious material and friable particles shall not exceed 3%. In addition,

aggregates used for surface courses on projects with an ADT greater than 3000 shall be from

an approved source identified as having polish-resistant aggregates and considered potential

skid-resistant aggregate sources. No more that 50% of the coarse aggregate shall be

Dolomite.

498.3 – ASPHALT MIXTURE:

498.3.1 – Job Mix Formula: A Job Mix Formula (JMF) shall be developed in

accordance with MP 401.02.22 procedurally, but the asphalt mixture shall conform to the

requirements detailed in the following Tables. The asphalt mixture shall be identified as

Wearing- III – Heavy on the T-400 Form. The asphalt mixture shall be produced at a

WVDOH approved plant.

Table 498.3.1.1 – Ultra-Thin Asphalt Overlay Mixture Marshall Design Requirements

Test Property Design Criteria (Marshall)

Compactive Effort

(# of blows – each end of specimen) 75 Blows

Percent Air Voids 4.0 %

Percent VMA 17.0 % - Minimum

Percent VFA 73 – 80

Stability (Newtons) 10,000 - Minimum

Flow (0.25 mm) 7 – 16

Fines to Asphalt Ratio 0.5 – 1.0

Table 498.3.1.2 – Ultra-Thin Asphalt Overlay Mixture Design Gradation Requirements

Sieve Size Total Percent

Passing by Weight

1 / 2 Inch 100

3 / 8 Inch 96 – 100

No. 4 70 – 95

No. 8 40 – 65

No. 16 20 – 45

No. 30 15 – 30

No. 50 8 – 20

DRAFT


Page 3 of 4

No. 200 3.0 – 8.0

498.4 – CONSTRUCTION:

498.4.1 – Tack Coat: The Tack Coat shall be applied uniformly, completely covering the

entire prepared surface. An application rate of 0.03 – 0.05 gallon/square yard undiluted or

0.06 – 0.10 gallon/square yard diluted, regardless of existing surface. All requirements of

Sections 408.3 through 408.10 shall be followed.

498.4.2 – Asphalt Overlay Placement: The asphalt overlay shall be produced, placed

and compacted in accordance with Sections 401.9 and 401.10. It shall be placed at the

application rate stated in the plans, which shall be within the rates noted in Section 498.1.

Application rate shall be checked at a maximum interval of 2500 feet.

Due to the rapid cooling rate of the asphalt mixture at this application rate range, the

weather restrictions as stated in Section 401.8 shall be strictly enforced. The paving operation

shall be paced as to not outrun the rollers. The following number of rollers shall be required:

Average

Laydown Rate

(Tons / Hour)

Compaction

Rollers Required

Finish Rollers

Required

Less than 75 1 1

75 - 150 2 1

498.5 – TESTING:

The standard test methods as outlined in Section 401.5.1 shall be followed.

498.5.1 – Contractor’s Quality Control: Contractor shall follow the requirements of

Section 401.6 for Quality Control Testing except that samples for determination of mix

properties shall be obtained at intervals of 250 tons production.. The tolerances shown in

Table 498.5.1.1 below shall be used for production, and be applied for basis of payment as

per Section 498.7.

Table 498.5.1.1

Ultra-Thin Asphalt Overlay Production Tolerances for Quality Control and Acceptance

Parameter Range from JMF

Air Voids1* ± 1.5

Binder Content2 ± 0.40

% Passing ½” Sieve 0

% Passing 3/8” Sieve ± 2.0

% Passing # 8 Sieve ± 5.0

% Passing # 30 Sieve ± 4.0

% Passing # 200 Sieve ± 1.5 1

2 The limits for air voids shall apply to Quality Control testing only

The asphalt binder content shall be determined by the ignition oven method.

DRAFT


Page 4 of 4

498.5.2 – Acceptance Testing: Acceptance testing is the responsibility of the Division.

498.5.3 – Compaction Testing: Since the nuclear gauge does not accurately read

densities at this specified lift thickness and the asphalt will cool rapidly, the compaction shall

consist of making six (6) roller passes. A roller pass is one complete coverage over the

material. The compaction needs to be completed before the mat temperature reaches 175° F.

498.5.4 – Quality Control and Verification Testing: The Contractor shall designate a

person to monitor and document the number of passes and the mat temperature through the

duration of the Project. This person shall be certified as either WVDOH Compaction or

WVDOH Asphalt Field Technician.

498.6 – METHOD OF MEASUREMENT:

498.6.1 – Tack Coat: The tack coat shall be measured in accordance to Section 408.12.

498.6.2 – Asphalt Overlay: Depending on the items specified in Section 498.8, the

asphalt overlay shall be either measured by the square yard as placed or shall be measured in

accordance to Section 401.12.

498.7 – BASIS OF PAYMENT:

498.7.1 – Tack Coat: The tack coat shall be paid in accordance to Section 408.13.

498.7.2 – Ultrathin Asphalt Overlay: The completed work shall be paid for based on

the measurements obtained as per Section 498.6.2 and paid at the contract unit price per the

items shown in Section 498.8. Based on the results of testing performed as per 498.5, the

following price adjustment schedule will be used when appropriate and applied accordingly

to representative material: (i) One percent reduction in the bid price per square yard for each one- tenth percent the asphalt

content is out of tolerance.

(ii) One-quarter percent price adjustment in the bid price per square yard for each one percent

that the aggregate gradation is out of the job mix range on each sieve

(iii) One and a half percent reduction in the bid price per square yard for application rate dropping

below the plan rate by more than 2 lb/sq yd. Reduction shall apply to each increment of

1lb/sq yd thereafter. If the application rate drops below the plan rate by more than 5 lb/sq

yd, the material will not be accepted and measures will need to be taken by the contractor

to correct for such deficiency

Price adjustments under 1, 2, and 3 above shall apply concurrently; however, price

adjustment will not apply in the event the material is rejected. The disposition of rejected

material will be subject to the approval of the Engineer

498.8 – PAY ITEMS:


498000-001 Ultrathin Asphalt Overlay SY

498001-001 Ultrathin Asphalt Overlay TN

DRAFT

August 15, 2016 October 12, 2016

Page 1 of 13



SPECIAL PROVISION

FOR



FOR

SECTION 616

PILING

DRILLED AND GROUTED MICROPILES

DELETE THE ENTIRE SECTION AND SUBSTITUTE THE FOLLOWING:

616.1-DESCRIPTION: This work is for the furnishing of all materials, products, accessories, tools, equipment,

services, transportation, labor and supervision and manufacturing techniques required for testing

and installing drilled and grouted micropiles.

The Contractor shall select installation means and methods and shall install a system of

micropiles as shown on the Plans. The Engineer has already established the minimum diameters

and bond zone length, locations and required load capacities and tolerable deflections of the

micropiles. The micropile load capacities and deflections shall be verified by testing as specified

herein.

In selecting the micropile installation means and methods, the Contractor is advised that

the casing must extend a minimum of 1’-0” into bedrock unless otherwise noted. The estimated

top of bond zone is shown on the contract plans for each substructure location, and will be

determined in the field by the Engineer. The bond zone is to be in competent rock to the lengths

shown on the drawings.

Production micro pile installation, except reaction piles if used, shall not begin prior to the

completion of pre-production verification load test, the results are known, the report of the test

submitted to the Engineer and accepted.

The Contractor will monitor and record the installation of all micropiles, will record the

load test data, and interpret the results of all load tests as described in 616.4 of this Special

Provision.

DRAFT


Page 2 of 13

616.2-MATERIALS: 616.2.1-Water: Water for mixing grout will be potable, clean and free of substances that

may be in any way deleterious to the grout or steel. Water shall be from a non-variable

source and shall be in accordance with AASHTO T26.

616.2.2-Admixtures: Admixtures shall conform to the requirements of Section 707.

Admixtures, which control bleed, improve flowability, reduce water content and retard set

may be used in the grout subject to the review and acceptance by the Engineer. Accelerators

will not be permitted. Admixtures with chlorides will not be permitted. Admixtures shall be

compatible with the grout and mixed in accordance with the Manufacturer's

recommendations. Their use will only be permitted after appropriate field tests on fluid and

set grout properties.

616.2.3-Cement: All cement shall be Portland cement conforming to Subsection 701.1,

AASHTO M85ASTM C150 Type I, Type II, Type III or Type V and shall be the product of

one manufacturer. The Contractor shall develop a mix design for the concrete grout and

determine the maximum amount of water that can be added to achieve the specified grout

strength. If the brand or type of cement is changed during a project, additional grout mix

tests are to be conducted to ensure consistency of quality and performance in situ.

616.2.4-Fine Aggregate: Inert fillers such as sand may be used in the grout in special

situations with prior approval of the Engineer. If sand is used as a Fine Aggregate it shall

meet the requirements of Section 702.1.

616.2.5-Reinforcement: Reinforcing steel shall be as detailed in the Contract Plans shall

be either:

1. Solid deformed bars conforming to AASHTO M31, Grade 60 or Grade 75, or

AASHTO M275, Grade 150; or

2. Continuous-thread, hollow core steel bars (hollow injection rods) conforming to the

quality, ductility and deformation requirements of AASHTO M31, Grade 60, Grade

75, Grade 85, Grade 95, or Grade 150.

Bar couplers, if required shall meet the requirements specified in Article 5.11.3 of the

AASHTO LRFD Bridge Design Specifications and shall develop the ultimate tensile strength

of the bars without failure.

616.2.6-Pipe/Casing: If pipe or casing is required to support loads or reduce deflection,

the permanent steel pipe/casing shall meet the tensile requirements. Permanent steel

casing/pipe shall meet the requirements of API 5L Grade X52 or better or API CT Grade

N80 or better.

Pipe/Casing shall be “Prime” steel pipe/casing meeting the requirements of meeting the

requirements of API 5L, Grade X52 or better or API 5CT Grade N80 or better (API, 1998).

Coupon testing shall meet the requirements of ASTM A370 REV A. Do not join steel pipe

sections by shop or field welding. Drill casing shall be of the flush joint type.

Pipe/casing splices or threads shall develop the required nominal strength (both in

compression and in tension) of the pipe cross section and shall provide proper alignment so

that no eccentricity or angle occurs between the axes of the two lengths spliced.

DRAFT


Page 3 of 13

Refer to Standard Specification Section 106.1.1.5 in regard to the “Use of Domestic Steel

Products” which therein references “Buy America Requirements” that are applicable for this

material.

Certified mill test reports shall provide sufficient information to satisfy the requirements

of the Standard Specifications Section 106.1.1.5 in regard to providing domestic steel.

616.2.7-Centralizers: Centralizers shall be fabricated from plastic, steel or material that

is non-detrimental to the inner reinforcing steel. Wood or aluminum shall not be used.

Centralizers shall provide for the grout cover specified in Article 616.5.1 and shall permit

the free flow of grout without misalignment of the reinforcement.

616.2.8-Grout: The minimum grout strength required will be as specified in the

Contract Plans. Expansion additives in grout will not be allowed. Grout shall not be re-

tempered or used after it has begun to set. Quality control and testing of grout shall conform

to the applicable provisions of Subsections 601.3 and 601.4. The Contractor shall develop a

mix design for the concrete grout and determine the maximum amount of water that can be

added to achieve the specified grout strength. If the brand or type of cement is changed

during a project, additional grout mix tests are to be conducted to ensure consistency of

quality and performance in situ.

616.2.9-Plates and Shapes: Structural steel plates and shapes for pile top attachments

shall conform to AASHTO M270, Grade 36 or Grade 50 as specified in the Contract Plans.

616.2.10-Corrosion Protection: Coating requirements shall be as specified in the

Contract Plans.

If epoxy coating is used, the minimum thickness of coating shall be 0.007 in. Epoxy

coating shall be in accordance with AASHTO M 284 ASTM A775 and Section 709.1 of the

Standard Specifications. Bend test requirements shall be waived. Epoxy coating shall be

factory applied only; on site epoxy coating shall not be permitted, except for minor field

touch up. Any field touch up shall be completed per manufacturer’s specifications.

Galvanization shall not be allowed as a means of corrosion protection for bars with yield

strengths higher than Grade 75.

616.3-CONSTRUCTION METHODS The Engineer has designed the micropiles. The estimated top of the bond zone is shown

on the drawings. The actual top of bond zone elevation is expected to differ from the estimated

elevation. The governing criterion for installation is the minimum bond zone length as shown on

the drawings.

616.3.1-Allowable Tolerances: Centerline of piling shall not be more than 3 in. from

indicated plan location.

Pile-hole alignment of vertical piles shall be within 2% of design alignment.

Pile-hole alignment of piles inclined up to 1:6 shall be within 4% of design alignment.

Pile-hole alignment of piles inclined greater than 1:6 shall be within 7% of design

alignment.

Top elevation of pile shall be within + 1 in. to – 2 in. of the design vertical elevation.

Centerline of core reinforcement shall not be more than ¾ in. from centerline of piling.

DRAFT


Page 4 of 13

616.3.2-Ground Conditions: The locations of test borings and logs of borings are

provided in the Contract plans. Ground water levels are anticipated to be at the level of the

river.

616.4-SUBMITTALS: 616.4.1-Pre-Construction Submittals: At least four weeks prior to the start of

micropile installation, the Contractor shall submit four copies of a project reference list to the

Engineer for approval, verifying the successful completion by the Contractor of at least five

projects in the last five years involving construction totaling at least 100 micropiles of similar

capacity to those required in these Plans and Specifications. The Contractor must have

previous micropile drilling and grouting experience in soil/rock similar to these project

conditions.

At least two weeks prior to the start of micropile construction, the Contractor shall submit

four copies of a list identifying the on-site supervisors and drill rig operators and load testers

assigned to the project to the Engineer for approval. The list shall contain a detailed

summary of each individual’s experience in micropile construction and testing.

1. On-site supervisors shall have a minimum of two years’ experience in supervising

construction of micropile installations of similar size and difficulty to those shown in

the Plans and with similar geotechnical conditions to those described in the

geotechnical report. The work experience shall be direct supervisory responsibility

for the on-site micropile construction operations. Project management level positions

indirectly supervising on-site micropile construction operations shall not be

considered to be acceptable for this experience requirement.

2. Drill rig operators shall have a minimum one year experience in construction of

micropile foundations.

3. Load testers shall have a minimum one year experience in testing of micropile

foundations.

The Engineer shall approve or reject the Contractor’s qualifications and field personnel

within ten working days after receipt of the submission. Work shall not be started on any

micropile installation until the Contractor’s qualifications and field personnel are approved

by the Engineer. The Engineer may suspend the micropile installation if the Contractor

substitutes unapproved field personnel without prior approval by the Engineer. The

Contractor shall be fully liable for the additional costs resulting from the suspension of work

and no adjustments in contract time resulting from such suspension shall be allowed.

At least two weeks prior to the start of any micropile construction the Contractor shall

submit their proposed schedule, construction methods and equipment prior to the placement

of the pre- production micropile. The same crew which places the pre-production micropile

shall also place the production micropiles. The Contractor shall allow seven days for

acceptance.

Additional submittal(s) shall include:

1. Grout mix designs, and the procedure for placing the grout.

2. Detail for centralizer clips between the inner reinforcement and outer steel casings.

3. Detailed description of the drilling methods, construction procedure and sequence,

and the proposed method for establishing and stabilizing the position of piles.

Information on the headroom and space requirements for the installation equipment

shall be provided in order to verify that the proposed installation equipment can

perform at the site.

4. Detailed plans for the method proposed for the testing of the micropiles shall be

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Page 5 of 13

provided prior to beginning the tests. This shall include all necessary drawings and

details to clearly describe the method and the procedure to be used.

616.4.2-Construction Records Submittals: The Contractor shall submit the following

information two weeks prior to construction:

1. Certified mill test reports, properly marked, for the inner reinforcement steel and

permanent casing showing the ultimate strength, yield strength, elongation,

dimensions and material properties.

2. Calibration reports for each load cell, test jack, pressure gauge and master pressure

gauge to be used. The calibration tests shall have been performed within six months

of the date submitted.

3. Grout compression test results.

4. The working drawings shall include micropile installation details giving:

a. Micropile type, number, location and pattern

b. Micropile batter and orientation

c. Micropile factored design load

d. Maximum deflection of piles at factored design load

e. Type and size of reinforcing steel

f. Details of central reinforcing steel centralizers

g. Minimum total bond length

h. Total micropile length

i. Tip elevation

j. The proposed mix design for the cement grout.

k. Grouting volumes and maximum pressures

l. Micropile top connection details

m. Micropile cut-off elevation

n. Anticipated ground conditions

Shop drawings shall be submitted for review and approval for all structural steel,

including micropile components, and corrosion protection system and shall be signed and

sealed by a West Virginia Registered Professional Engineer.

For steel pipe used as permanent pipe/casing, or core steel, a minimum of two

representative coupon tests or mill certifications shall be submitted on each truckload

delivered to the project. A truckload is considered 40 tons or less. Certified mill test reports

for the reinforcing steel shall be submitted for record purposes as the materials are delivered.

The ultimate strength, yield strength, elongation, and chemical analyses shall be included.

For steel pipe/casing that is in tension and requires threaded joints, data demonstrating

the adequacy of the joint under tensile loads shall be submitted.

The Contractor shall submit the grout mix designs, including details of all materials to be

incorporated, and the procedure for mixing and placing the grout for approval. The submittal

shall include certified test results verifying the acceptability of the proposed grout mix

designs.

The Contractor shall submit for review and approval, detailed plans for the method

proposed for testing of micropiles prior to any testing. The plans shall include all necessary

drawings and details to clearly describe the test method and equipment proposed.

The Contractor shall submit for review and acceptance the proposed micropile load

testing procedure. The testing procedure shall be provided in accordance with project

specified schedules and shall be signed and sealed by a West Virginia Registered

Professional Engineer.

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The micropile verification load testing procedure shall be in general conformance with

the latest versions of ASTM D1143 for compression or ASTM D3689 for tension as

applicable, and shall indicate the minimum following information:

1. Type and accuracy of apparatus for measuring load

2. Type and accuracy of apparatus for applying the load

3. Type and accuracy of apparatus for measuring the pile deformation

4. Type and capacity of reaction load system, including sealed design drawings

5. Calibration reports for hydraulic jack and load and deformation devices

The Contractor shall submit calibration reports for each test jack, pressure gauge, load

cell and master pressure gauge to be used. The calibration tests shall be performed by an

independent testing laboratory. Calibration of pressure gauges shall be within six months

prior to the date submitted. Testing shall not commence until these calibrations have been

approved.

All Contractor construction submittals shall be submitted at least two (2) weeks prior to

the start of micropile construction. The Contractor shall submit the number of copies

required by the contract documents of the required construction submittals for acceptance by

the Engineer. Work shall not begin until the appropriate submittals have been approved in

writing.

616.4.3-Installation Records: The Contractor will prepare an installation record during

construction for each micropile and provide to the Engineer. The records will include the

following minimum information:

1. Pile Identification using the micropile designation shown in the plans, including

inspector name, drill method and drill operator

2. Pile drilling start and finish times

3. Existing ground surface elevation

4. Top of Rock Elevation

5. Bottom of Casing Elevation

6. Material Type within bond zone

7. Final tip elevation

8. Cut-off elevation

9. Description of unusual installation behavior or conditions including deviations from

planned parameters

10. Grout pressures attained, if applicable

11. Grout quantities pumped, including start and finish times

12. Pile materials and dimensions

13. Characteristics of all materials encountered during the drilling process, and their

specific location(s) within the holes

14. The location of special features such as mud seams, open cracks, broken rock, etc.

15. Points where abnormal loss or gain of drill water has occurred

16. Groundwater levels or other items of interest for grouting

17. All significant actions of the bit

18. If any weak material, such as coal, clay, weathered rock or the like is encountered

within the required bond length, the hole shall be extended to compensate for the

weak material

19. In addition, as-built drawings showing the locations of micropiles, their depths and

inclination, and the details of their composition shall be submitted.

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Page 7 of 13

616.5-INSTALLATION: The Contractor shall select the drilling method, the grouting procedure and the grouting

pressure used for the installation of the micropiles. The procedures shall not damage adjacent

facilities or newly installed piles.

The drilling equipment and methods shall provide an open borehole to the defined

nominal diameter and full-length, as shown on Drawings, prior to placing grout and

reinforcement. The micropile installation technique and sequence shall be consistent with the

geotechnical, logistical, environmental, and load carrying conditions of the project.

The drilling equipment, methods and sequence shall be suitable for drilling through the

conditions to be encountered, with minimal disturbance to these conditions or any overlying or

adjacent structure or service.

The borehole must remain open to the defined nominal diameter, full length prior to

placing grout and reinforcement.

The inner reinforcement steel with centralizers shall be lowered, not dropped, into the

stabilized drill holes to the desired depth. Partially inserted inner reinforcement bars shall not be

driven or forced into the hole such that there will be no interconnection or damage to piles in

which the grout has not achieved final set.

Centralizers shall be provided at 10 ft. maximum spacing on central reinforcement. The

uppermost and lowermost centralizers hall be located a maximum of 5 ft. from the ends of the

micropile. Centralizers shall permit the free flow of grout without misalignment of the

reinforcement.

The grout shall be injected by tremie beginning at the bottom of the drilled borehole. The

pipe casing shall be filled with a grout with a 28 day compressive strength as indicated on the

Contract drawings and shall be without voids from bottom to top of micropile. The entire bond

zone shall be completely filled with grout.

During construction, the Contractor shall observe the conditions in the vicinity of the

micropile construction site on a daily basis for signs of ground heave or subsidence. If such

signs of movement are observed, the Contractor will notify the Engineer immediately. T h e

Contractor shall immediately suspend or modify drilling or grouting operations if ground heave

or subsidence is observed, if the micropile structure is adversely affected, or if adjacent

structures are damaged from the drilling or grouting. If the Engineer determines that the

movements require corrective action, the Contractor shall take the corrective actions necessary to

stop the movement or perform repairs. If the Engineer determines that problem encountered is

the result of the Contractor’s methods or operations or due to the failure to follow the

specified/approved construction sequence, the costs of providing corrective actions will be borne

by the Contractor.

The Contractor shall verify pile top elevations and adjust all installed micropiles to the

specified elevations.

Grout shall be injected in accordance with Article 616.5.1.

616.5.1-Grouting: The Contractor shall provide calibrated systems and equipment to

measure the grout quality including, at a minimum, compressive strength according to

AASHTO T106/ASTM C109 and grout density, quantity, and pumping pressure during the

grouting operations. The Contractor shall keep and provide records showing the quantities,

test data and grout pressures for inspection by the Engineer.

Grouting of the entire length of bond zone shall occur in the same day as drilling when

installing micropiles in materials such as consolidated clays and weak rock, which can

deteriorate and soften from exposure.

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Page 8 of 13

After drilling, the hole shall be flushed with water and/or air to remove drill cuttings

and/or other loose debris.

The Contractor shall provide a stable, homogenous neat cement grout or a sand-cement

grout with a minimum 28-day unconfined compressive strength as specified in the Contract

Plans. The grouting equipment shall produce a collodially mixed grout free of lumps,

undispersed cement or any other evidence of poor or incomplete mixing. Admixtures, if

used, shall be mixed in accordance with manufacturer’s recommendations. The pump shall

be equipped with a pressure gauge to monitor grout pressures. The pressure gauge shall be

capable of measuring pressures of at least 150 psi or twice the actual grout pressures used by

the Contractor, whichever is greater. The grouting equipment shall be sized to enable the

grout to be pumped in one continuous operation. The grout shall be kept in constant

agitation prior to pumping. A second pressure gauge shall be paced at the point of injection.

If pressure grouting is required, the pile should be pressure grouted through the casing.

When the pressure reaches 100 ksi psi, the casing shall be extracted a minimum of 2-ft

increments until the entire bond zone is pressure grouted. Once the bond zone is grouted, the

remaining casing can be tremie filled. Do not pump at a rate greater than one cubic foot per

minute. Gravity method shall be used in lieu of pressure grouting if so noted in the contract

plans.

Control the grout pressure and grout takes to prevent heave or damage.

The grout shall be placed within 1 hour or less after mixing the grout, or within the time

recommended by the manufacturer, if admixtures are used. Grout not placed within the

allowed time limit will be rejected.

The grout shall be injected from the lowest point of the drill hole (by tremie methods)

until clean, pure grout flows from the top of the micropile. The entire bond zone shall be

completely filled with grout. The tremie grout may be pumped through grout tubes, hollow

stem augers, or drill rods. Subsequent to tremie grouting, all grouting operations associated

with, for example, extraction of drill pipe/casing and pressure grouting, must ensure

complete continuity of the grout column. The use of compressed air to directly pressurize the

fluid grout is not permissible.

The entire pile shall be grouted to the design cut-off level. Minimum grout cover shall

be:

Condition Minimum Cover

on Bar (in)

Minimum Cover

on Coupler (in)

Micropiles in Soil 1 1/4

Micropiles in Rock 1/2 1/4

Coated or Encapsulated Bars 1/2 1/4

Upon completion of grouting, the grout tube may remain in the hole, but it shall be filled

with grout. Grout within the micropiles shall be allowed to attain the minimum design

strength prior to being loaded.

If the Contractor uses a post-grouting system, all relevant details including grouting

pressure, volume, location and mix design, shall be submitted as part of Article 616.4.2.

The Contractor shall make two sets of six two-inch cubes for each day of grouting one set

near the beginning of the day and one set near the end of the day) and shall test two cubes

after seven days cure, two cubes after 28 days of cure, and keep two in reserve. Cubes shall

be cured and tested according to ASTM C109.

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Page 9 of 13

616.5.2-Pile Splices: If used, pile splices shall be constructed to develop the required

factored design strength of the pile cross section and shall be without eccentricity or kink

angle between the axes of the two lengths spliced. No welding will be permitted in a pile

splice. The Contractor must provide a detail and receive approval of the proposed micropile

splice prior to its use.

616.5.3-Pile Damage: If a micropile is deemed unacceptable by the Engineer due to

improper or inadequate construction or to damage caused by the Contractor, that micropile

shall be replaced unless otherwise approved by the Engineer. Replacement shall be at the

Contractor's expense. Any modification, which requires changes to the structure, shall have

prior review by and the acceptance of the Engineer.

616.6-Pile Load Tests:

Pile load tests shall be performed to verify the adequacy of the design and construction of

the micropile system. Piles shall be tested under tension loads prior to testing under compression

loads.

616.6.1-Pre-Production Verification Load Test: Perform one pre-production

verification load test (on sacrificial pile) on land in an area acceptable to the Engineer. This

pile load test shall be performed according to ASTM D1143 for compression or ASTM

D3689 for tension as applicable, except as modified herein. The test pile with

reaction/support piles or anchors shall be constructed prior to the commencement of the

installation of production micropiles to confirm the Contractor's installation methods.

The micropile load test results shall verify the suitability of the design and installation

methods, and shall be reviewed and accepted by the Engineer prior to the Contractor’s

initiation of production micropile installation.

The drilling and grouting methods, pipe/casing and other reinforcement details, and depth

of embedment for test the test pile shall be identical to the production piles, except where

approved otherwise by the Engineer.

Commence the load test once the grout reaches the required design strength, and a

minimum waiting period of 72 hours. The load test system may be setup during this period.

The primary and auxiliary systems of measurement may also be setup during this period.

For sacrificial test piles, further load cycles may be conducted to failure.

The micropile load verification test results will be reviewed and accepted by the Engineer

within seven days prior to installing the production micropiles.

1. The load testing program submittal shall be furnished to the Engineer prior to the start

of load testing. This submittal shall provide the following information as a minimum:

Sketch of the Load Test Set-up:

a. Type and Accuracy of apparatus for measuring load

b. Type and Accuracy of apparatus for applying load

c. Type and Accuracy of apparatus for measuring the pile deformation

d. Type and capacity of reaction load system

e. Hydraulic jack and load cell calibration reports (both are required)

2. The drilling and grouting methods, casing diameter and depth of bond zone of the test

pile shall be identical to the production piles.

3. The jack shall be positioned at the beginning of the test such that the unloading and

repositioning of the jack during the test will not be required.

Incrementally load the test micropile in accordance with the following table. The pile

top-movements will be measured and recorded at the end of the hold time for each load

DRAFT


Page 10 of 13

increment. Start measuring the hold time as soon as each test load increment is applied.

Hold the 0.975 FDL for 10 minutes. Measure and record pile top-movement during this

0.975 FDL hold-period at 1, 2, 3, 4, 5, 6, 10, 20, 30, 50 and 60 minutes:

TABLE 616.6.1-1

LOAD STEPS FOR VERIFICATION TESTING

INT. LOAD HOLD TIME (min)

1 AL ----

2 0.075 FDL 4

3 0.15 FDL 4

4 0.225 FDL 4

5 0.30 FDL 4

5 0.375 FDL 4

6 0.375 FDL 4

7 AL 1

8 0.15 FDL 1

9 0.30 FDL 1

10 0.375 FDL 1

11 0.45 FDL 4

12 0.525 FDL 4

13 0.60 FDL 4

14 0.675 FDL 4

15 0.75 FDL 4

16 AL 1

17 0.30 FDL 1

18 0.60 FDL 1

19 0.675 FDL 1

20 0.75 FDL 1

21 0.825 FDL 4

22 0.90 FDL 4

23 0.975 FDL 60 (Creep Test)

24 AL 1

25 0.30 FDL 1

26 0.60 FDL 1

27 0.90 FDL 1

28 0.975 FDL 1

29 1.05 FDL 4

30 1.125 FDL 4

31 1.20 FDL 4

32 1.275 FDL 4

33 1.35 FDL 4

34 1.425 FDL 4

35 1.50 FDL 4

36 1.20 FDL 4

37 0.90 FDL 4

38 0.60 FDL 4

39 0.30 FDL 4

40 AL 15

DRAFT


Page 11 of 13

The Contractor shall submit a written report providing micropile geometry and

construction details within 7 working days after the completion of the verification test.

The acceptance criteria for micropile verification load tests shall be:

1. The pile shall sustain the compression and tension design loads (0.75 FDL) with no

more than the specified permissible total vertical movement at the top of the pile as

measured relative to the top of the pile prior to the start of testing. If an Alignment

Load is used, then the allowable movement will be reduced by multiplying by a factor

of (0.75 FDL – AL)/0.75 FDL).

2. Test piles shall have a creep rate at the end of the 0.975 FDL increment that is not

greater than 0.04 in./log cycle time (1 to 10 minutes) or 0.08 in./log cycle time (6 to

60 minutes) and has a linear or decreasing creep rate.

3. Failure does not occur by 1.50 FDL. Failure is defined as a slope of the load versus

deflection curve (at end of increment) exceeding 0.025 in./kip.

616.6.2-Proof Load Tests During Construction: One production micropile at

Abutment 1 and one production pile at Abutment 2 will be Proof Load Tested. Axial Pile

load tests shall be performed according to ASTM D 3689, except as modified herein. The

production piles are tested after pile installation to confirm the installation procedure has

remained constant and to assure adequate uplift capacity.

Commence the load test once the grout reaches the required design strength, and a

minimum waiting period of 72 hours. Neighboring production micropiles may be used as

reaction piles. The load test system may be setup during this period. The primary and

auxiliary systems of measurement may also be setup during this period.

The micropile load test results will be reviewed and accepted by the Engineer within

seven days.

1. The load testing program submittal shall be furnished to the Engineer prior to the start

of load testing. This submittal shall provide the following information as a minimum:

Sketch of the Load Test Set-up

Type and Accuracy of apparatus for measuring load

Type and Accuracy of apparatus for applying load

Type and Accuracy of apparatus for measuring the pile deformation

Type and capacity of reaction load system

Hydraulic jack and load cell calibration reports (both are required).

2. The jack shall be positioned at the beginning of the test such that the unloading and

repositioning of the jack during the test will not be required.

Incrementally load the designated micropiles to be tested in accordance with the

following schedule. The pile top-movement will be measured and recorded at the end of the

hold time for each load increment. Start measuring the hold time as soon as each test load

increment is applied. Hold the 1.00 FDL for 10 minutes. Measure and record pile top-

movement during this 1.00 FDL hold-period at 1, 2, 3, 4, 5, 6, 10, 20, 30, 50 and 60 minutes:

DRAFT


Page 12 of 13

TABLE 616.6.2-1

LOAD STEPS FOR PROOF

INT. LOAD HOLD TIME (min)

1 AL -

2 0.10 FDL 4

3 0.20 FDL 4

4 0.30 FDL 4

5 0.40 FDL 4

6 0.50 FDL 4

7 0.60 FDL 1

8 0.70 FDL 1

9 0.80 FDL 1

10 0.90 FDL 1

11 1.00 FDL 4

15 0.75 FDL 4

16 0.50 FDL 1

17 0.25 FDL 1

18 AL 1

The acceptance criteria for micropile proof load tests shall be:

1. The pile shall sustain the tension design loads (0.75 FDL) with no more than the

specified minimum permissible total vertical movement at the top of the pile as

measured relative to the pile prior to the start of testing. If an Alignment Load is

used, then the allowable movement will be reduced by multiplying by a factor of

[(0.75 FDL- AL)/0.75 FDL].

2. Test piles shall have a creep rate at the end of the 1.00 FDL increment that is not

greater than 0.04 in./log cycle time (1 to 10 minutes) or 0.08 in./log cycle time (6 to

60 minutes) and has a linear or decreasing creep rate.

3. Failure does not occur by 1.00 FDL test load.

If a production micropile fails to meet the acceptance criteria, modifications shall be

made to the design, the construction procedures, or both.

Any modification that requires changes to the structure shall have prior review and

acceptance of the Engineer. The cause for any modifications of design or construction

procedures shall be decided in order to appropriately determine any additional cost implications.

616.7-METHOD OF MEASUREMENT: The number of linear feet of piles of the type specified to be paid for will be the actual

length of piles remaining in the finished structure. All cut-offs remain the property of the

Contractor for disposition.

The Contractor will be paid for grout used that is in excess of two times the theoretical

amount required to fill an empty core hole from the bottom of the rock socket to the finished pile

top elevation. The excess grout will be paid for by Force Account per Section 109.4 of the

standard specifications.

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Page 13 of 13

616.8-BASIS OF PAYMENT: The quantities, determined as provided above, will be paid for at the contract unit prices

bid for the items listed below, which prices and payments shall be full compensation for

furnishing all materials and doing all the work prescribed in a workmanlike and acceptable

manner, including all labor, materials, tools, equipment, supplies and incidentals necessary to

complete the work. The cost of preboring, filling of voids and splicing, except as noted in this

special provision, shall be included in the price bid for the micropiles.

Loading tests will be paid for at the contract unit price for “Pile Loading Test”, or, in the

absence of such a price bid, they will be paid for as extra work.

616.9-PAY ITEMS:


616006-001 Micropile, “size” Linear Feet

616007-001 Pile Loading Test, “Static” Each

“size” shall be the size of the Micropile

“type” shall be the type of loading test.

DRAFT

August 29, 2016November 18, 2016

Page 1 of 2



SPECIAL PROVISION

FOR



SECTION 105

CONTROL OF WORK

105.2 – PLANS AND WORKING DRAWINGS:

ADD THE FOLLOWING:

105.2.12 – Dates of Governing Specifications and Standard Details: This guidance is

to provide the overriding dates for the Standard Specifications and Volume I and II Standard

Details Books for the attached project.

105.2.12.1 – Standard Specifications Date: The West Virginia Department of

Transportation, Division of Highways, Standard Specifications Roads and Bridges,

adopted 2017, shall apply for this project.

Specifications can be found on the following website: http://www.transportation.wv.gov/highways/contractadmin/specifications/Pages/default.aspx

105.2.2.1.1 – Item Number and Description: The item number and description

shown in the Schedule of Items will govern over item number and/or description shown

within the plans.

105.2.12.2 – Standard Details Volume I Dates: The West Virginia Department of

Transportation, Division of Highways, Standard Details Volume I, dated May 2016 and

Volume II, dated January 1, 1994 shall apply for to this project.

Standard Detail drawings can be found on the following website: http://www.transportation.wv.gov/highways/engineering/pages/publications.aspx

http://www.transportation.wv.gov/highways/contractadmin/specifications/Pages/default.aspx

http://www.transportation.wv.gov/highways/engineering/pages/publications.aspx

August 29, 2016November 18, 2016

Page 2 of 2

105.2.1.3 – Standard Details Volume II Date - The West Virginia Department of

Transportation, Division of Highways, Standard Details Volume II, dated January 1, 1994

shall apply for this project.

November 11, 2011October 15, 2016

Page 1 of 2



SPECIAL PROVISION

FOR



SECTION 604

PIPE CULVERTS


ADD THE FOLLOWING TO THE SECTION:

604.1.1 – High Density Polyethylene (HDPE) Pipe Liner: The purpose of this special

provision is to describe the work and material required to line an existing pipe with a new

high density polyethylene (HDPE) pipe liner.



604.2.15 – Materials: The new liner pipe shall be solid wall HDPE in accordance with

AASHTO M 326-08 having a Standard Dimension Ratio (SDR) of 32.5 or structural profile

wall polyethylene pipe in accordance with ASTM F894. The pipe shall have a Standard

Dimension Ratio (SDR) of 32.5.

604.6 – LAYING AND JOINING:


November 11, 2011October 15, 2016

Page 2 of 2

604.6.4 – High Density Polyethylene (HDPE) Pipe Liner: Installation for a new high

density polyethylene (HDPE) pipe liner shall meet the following requirements.

604.6.4.1 – Installation: The Contractor shall adhere to the manufacture and ASTM

F585 installation requirements. The work covered under this section includes furnishing

all labor, materials and equipment required for installing a new HDPE liner within an

existing pipe. Minor work may be required to prepare the existing pipe for insertion of

the new HDPE liner pipe. Remove all objects from the existing pipe that could damage

the new pipe or obstruct the flow of grout within the annular space between the existing

and new pipes. Such objects could include sediment, debris, or failed edges of the

existing pipe which intrude into the opening of the pipe. Measures must be taken to

ensure that the new liner pipe is centered within the existing pipe.


ADD THE FOLLOWING TO THE TABLE:


604055-* ”size”, Lining Pipe Culverts Linear Foot (Meter)

* Sequence number

DRAFT

August 24, 2016

Page 1 of 4



SPECIAL PROVISION

FOR



FOR

SECTION 627

FINGER EXPANSION DAM & DRAINAGE ASSEMBLY

627.1-DESCRIPTION:

The work shall consist of removing the existing finger expansion dam assembly, and of

furnishing and placing the new finger expansion dam and drainage assembly at the locations

indicated on the plans. The construction shall be in accordance with this Specification and in

reasonably close conformity with the Plans or as established by the Engineer.

627.2-MATERIALS:

627.2.1-Steel Products: All steel components of the finger dam and drainage assembly

shall meet AASHTO Designation M270, 36 ksi or 50 ksi, and the requirements of Section 615

of the Specifications unless otherwise noted herein or in the plans.

627.2.2 - Reinforcing Steel: Reinforcing steel bars shall be epoxy coated and shall be

in accordance with Section 602 of the Specifications.

627.2.2-Finger Dam Drain Trough: The finger dam drain trough shall be fabricated

using a continuous synthetic fabric reinforced elastomer that is resistant to abrasion, sunlight,

oils, and saltwater and shall comply with the requirements listed below:

DRAFT

August 24, 2016

Page 2 of 4

Description Requirement ASTM Method

Thickness (inches) 0.25

Durometer Hardness (Shore A) 50 or 60 D2240

Low Temperature Brittleness

(wrapped around a 3” dia. mandrel)

No Cracking

(22 hrs. @ -20°F)

Tensile Strength

(minimum, both directions)

800 lbs./in. D412

Elongation (maximum) 30% D412

Tear (Die C) 120 lbs./in. D624

Ozone Resistance No cracks for 100 hours of

exposure of 20% elongated

samples @ 100°F and 100

PPHM ozone.

D1149

The finger dam drain trough shall not be spliced unless indicated on the approved

shop drawings. When splices are indicated, they shall be vulcanized by the manufacturer.

Longitudinal splices are not permitted.

The maximum depth of the finger dam drain trough shall be controlled so that it does

not come into contact with the existing bridge substructure.

627.3-SHOP DRAWINGS:

The Contractor shall field verify all plan dimensions to insure accuracy of expansion joint

fabrication prior to submission of shop drawings.

The Contractor shall design and develop the sequencing of all work as required by the plans

and prepare shop drawings of sufficient detail to fabricate all structural steel components necessary

for completion of the contract. Sequencing details and shop drawings shall be certified by the

Contractor and submitted to the Engineer.

627.4-PREPARATION OF JOINT:

The Contractor shall remove the existing expansion joint assembly to the limits shown in

the plans. The opening left by the removal of the joint shall meet the dimensional requirements

shown in the plans. If additional concrete is needed to extend the deck to obtain the required joint

opening, this work and material shall be included in this item.

The Contractor to the satisfaction of the Engineer shall inspect the portion of the existing

expansion joint assembly to remain in place as shown in the plans. If, in the opinion of the

Engineer, the remaining steel assembly has been separated from the anchor studs or the anchor

studs are no longer bonded to sound concrete, the Contractor shall cut the deck, remove those

portions of the existing steel and studs, and fill the void with Class K Concrete to the limits shown

for placing the new joint. The repair material shall be fully cured prior to pouring the concrete

headers. These repairs, if required, shall be included in this item unless otherwise shown in the

plans.

Care shall be taken to not damage the reinforcing bars or their bond to the existing concrete.

Any bars missing or damaged beyond repair, in the opinion of the Engineer, shall be replaced with

new epoxy coated bars of comparable size. These bars shall be coupled to sound rebars once the

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Page 3 of 4

damaged portions have been removed. These repairs, if required, shall be done in accordance with

Sections 104.3 and 109.4 of the Specifications unless otherwise shown in the plans.

The Contractor shall protect from damage all materials, which are to remain in place.

Materials damaged due to the Contractor's operations, as determined by the Engineer, shall be

repaired or replaced at no additional cost to the Department and to the satisfaction of the Engineer.

627.5-INSTALLATION:

Field splices, when approved, are to be placed at crown breaks or transverse breaks in deck.

Welding shall meet the requirements of Section 615.5.7 of the Specifications.

The steel retainers must be placed and aligned to the correct "grades" and elevations. The

temporary support method used to achieve this alignment is subject to the Engineer's approval.

Remove all loose and unsound concrete from the surface within the joint area. Blast clean

the joint area, steel retainer and anchorage in accordance with the Structural Steel Painting Council

Specification SP10 immediately prior to placement of the concrete.

After installation is completed, the manufacturer's representative shall certify to the

Engineer, in writing, that the expansion dam assembly was installed in accordance with the

Manufacturer's requirements.

627.6-WATERTIGHT INTEGRITY TEST:

The Contractor shall test the entire (full-length) joint system for watertight integrity. He

shall employ a method satisfactory to the Engineer. The entire joint system shall be covered with

water for a minimum duration of 15 minutes. The concrete surfaces under the joint shall be

inspected, during this 15 minute period and also for a minimum of 45 minutes after the supply of

water has stopped, for any evidence of dripping water or moisture outside of the expansion dam

drainage system.

Should the joint system exhibit evidence of water leakage at any place whatsoever outside

of the expansion dam drainage system, the Contractor shall locate the place(s) of leakage and he

shall take any and all measures necessary to stop the leakage. The Engineer will approve measures

deemed necessary by the Contractor.

In the event that measures to eliminate leakage have to be taken, a subsequent water

integrity test shall be performed subject to the same conditions as the original test.

627.7-ACCEPTANCE CRITERIA:

The Engineer shall not accept the Contractor's work if, in his judgment, the following

criteria are not met:

1. The Contractor fails to store, handle, mix, or install the materials according to the

Manufacturer's recommendations and as specified herein.

2. Degradation of material properties under field conditions is detected. The Contractor

shall replace any material showing degradation.

3. The joint fails the "watertight integrity test". If failure occurs, repairs shall be conducted

in accordance with the test requirements.

4. If the neoprene trough needs to be resealed for whatever reason, the Contractor will do

it.

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Page 4 of 4

5. If the finished joint system contains shrinkage cracks sufficient to cause debonding, or if

the system became damaged during construction or by traffic prior to final acceptance,

the joint system shall be removed and replaced by the Contractor.

6. All work done as a result of the acceptance criteria shall be done at no additional cost to

the Department.

627.8- METHOD OF MEASUREMENT:

Finger expansion dam assembly will be measured in place along the centerline of the joint

in linear feet.


The removal of existing concrete and the old expansion device, to the limits shown in the

plans, and the placement of specified materials to rebuild the expansion device and drainage system

shall be included in the payment for the items below. The quantities, determined above, will be paid

for at the contract unit price bid for the items below, which price and payment shall be full

compensation for furnishing all materials and doing all the work herein prescribed, including all the

Manufacturer's cost, labor, tools, equipment, supplies and incidentals necessary to complete the

work.

627.10-PAY ITEM:


627016-001 Remove and Rebuild Expansion Joint Linear Foot

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Page 1 of 1



SUPPLEMENTAL SPECIFICATION

FOR

SECTION 651

FURNISHING AND PLACING TOPSOIL

651.2-MATERIALS:

DELETE THE 651.2 SECTION AND REPLACE WITH THE FOLLOWING:

651.2-MATERIALS: Topsoil shall consist of the uppermost layers of fertile and friable soil that contains

humus material. This material varies in thickness in accordance with soil groups and usually

possesses a darker color than the subsoil. The texture of the topsoil may vary within the range of

natural loam, silty clay loam, and sandy loam. Acceptable topsoil shall contain organic matter in

the range of 2% to 20% and be sampled at least once per source project using AASHTOT267-86

method.

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FOR

SECTION 715

MISCELLANEOUS MATERIALS

715.72-TRAFFIC SIGNAL MATERIALS AND EQUIPMENT

715.42.8-Cabinets:

DELETE SECTION 715.42.8 AND REPLACE WITH THE FOLLOWING:

715.42.8-Cabinets: The following are minimum design requirements for a TS2 Type 1

traffic control cabinet assembly. As a minimum, the cabinet assembly shall meet all

applicable sections of the NEMA Standard publication No.TS2-2003 or most recent version.

Where differences occur, this specification shall govern.

715.42.8.1-Cabinet Design and Construction: The cabinet shall be constructed

from type 5052-H32 aluminum with a minimum thickness of 0.090 to 0.125 inches. The

cabinet shall be designed and manufactured with materials that will allow rigid mounting,

whether intended for pole, base or pedestal mounting. The cabinet must not flex on its

mount. A rain channel shall be incorporated into the design of the main door opening to

prevent liquids from entering the enclosure. The cabinet door opening must be a

minimum of 80 percent of the front surface of the cabinet. A stiffener plate shall be

welded across the inside of the main door to prevent flexing. Top of the cabinet shall

incorporate a slope toward the rear to prevent rain accumulation.

Unless otherwise specified, the cabinet shall be supplied with a natural aluminum

finish. Sufficient care shall be taken in handling to ensure that scratches are minimized.

All surfaces shall be free from weld flash. Welds shall be smooth, neatly formed, free

from cracks, blowholes and other irregularities. All sharp edges shall be ground smooth.

Where painted cabinets are specified, the exterior shall be degreased and primed with a

spray applied iron phosphate coat- equivalent to a four-stage iron phosphate coat prior to

painting. The final coat shall consist of a powder coat paint (TGIC or equivalent) applied

with a minimum thickness of 2 mils.

All seams that are not welded shall be sealed with RTV sealant or equivalent material

on the interior of the cabinet. All cabinets shall be supplied with a minimum of two (2)

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removable shelves manufactured from 5052-H32aluminum. Shelf shall be a minimum of

10 inches deep. Shelves to be designed to accommodate a minimum 50 pound loading.

The shelf shall have horizontal slots at the rear and vertical slots at the front of the

turned down side flange. The shelf shall be installed securely the rear edge of the shelf

on the cabinet rear sidewall mounting studs, then lowering the shelf on the front sidewall

mounting studs. The front edge of the shelf shall have holes punched every 6 inches to

accommodate tie-wrapping of cables/harnesses. A minimum of two (2) sets of vertical

"C" channels shall be mounted on each interior wall of the cabinet for the purpose of

mounting the cabinet components. The channels shall accommodate spring mounted nuts

or studs. All mounting rails shall extend to within 7 inches of the top and bottom of the

cabinet. Sidewall rail spacing shall be no more than 9.0 inches center-to-center. Rear

wall rail spacing shall be 19.0 inches center-to-center.

The main door and police door-in-door shall close against a weatherproof and dust-

proof, closed-cell neoprene gasket seal. The gasket material for the main door shall be a

minimum of 0.250 inches thick by 1.00 inch wide. The gasket material for the police

door shall be a minimum of 0.250 inches thick by 0.500 inches wide. The gaskets shall

be permanently bonded to the cabinet. The cabinet shall be equipped with a louvered air

entrance. The air inlet shall be large enough to allow sufficient air flow per the rated fan

capacity. Louvers must satisfy the NEMA rod entry test for 3R ventilated enclosures. A

non-corrosive, vermin- and insect-proof, removable air filter shall be secured to the air

entrance. The filter shall fit snugly against the cabinet door wall. The roof of the cabinet

shall incorporate an exhaust plenum with a vent screen. Perforations in the vent screen

shall not exceed 0.125 inches in diameter.

The main door cabinet shall be equipped with a three-point latching mechanism. The

handle on the main door of the cabinet shall be manufactured from cast aluminum or

stainless steel. The handle shall include a hasp for the attachment of an optional padlock.

The cabinet door handle shall rotate counter-clockwise to open. The handle shall not

extend beyond the perimeter of the main door at any time. The lock assembly shall be

positioned so that the handle shall not cause any interference with the key when opening

the cabinet door. The main door hinge shall be a one-piece, continuous piano hinge with

a stainless steel pin running the entire length of the door. The hinge shall be attached in

such a manner that no rivets or bolts are exposed. The main door shall include a

mechanism capable of holding the door open at approximately 90, and/or (165 or 180)

degrees under windy conditions. The main door shall be equipped with a standard

Corbin #2 or exact equivalent. Minimum of two keys shall be supplied.

The police door-in-door shall be provided with a treasury type lock Corbin No.

R357SGS or exact equivalent and have a minimum of one key. All base mounted

cabinets require anchor bolts to properly secure the cabinet to its base. The cabinet flange

for securing the anchor bolts shall not protrude outward from the bottom of the cabinet.

Four anchor bolts shall be required for proper installation.

Each cabinet shall be of sufficient size to accommodate all equipment. At a

minimum, the cabinet sizes are as follows:

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POLE MOUNTED CABINETS GROUND MOUNTED CABINETS

Height - 50 Inches Height – 55 Inches

Width – 36 Inches Width – 44 Inches

Depth – 17 Inches Depth – 26 Inches Dimensions shall not exceed these minimum dimensions by more than 2 inches.

Main door shall incorporate a shroud to cover the filtered louvered openings as

appropriate for the design. The assembly is secured on the interior of the door over the

filtered Louvers. The Shroud is louvered downward and matches the door louvers. All

enclosures must be constructed, approved and marked in accordance with the

requirements for Type 1 Industrial Control Panel Enclosures contained in UL 508A, the

Standard for Industrial Control Panels. Enclosure must meet NEMA 3R rating

requirements and be marked with UL approval sticker.

715.42.8.2-Terminals and Facilities/Main panel Design and Construction: The

main panel shall be constructed from 5052-H32 brushed aluminum of 0.125 inches

minimum thickness and installed so as to minimize flexing when plug-in components are

installed. All main panels are provided with a mounting mechanism which allows easy

access to all wiring on the rear of the panel without the removal of any cabinet shelves.

Lowering of the main panel can be accomplished. Complete removal can be

accomplished by the use of simple hand tools.

The terminals and facilities shall be available as a minimum in the following

configuration:

Sixteen load switch sockets, six flash transfer relay sockets, one flasher

socket, 2- BIU sockets (expandable to 4), one 16-channel detector rack

(expandable to 4) with one BIU, and one Type-16 MMU.

All load switch and flash transfer relay socket reference designators shall be silk-

screen labeled on the front and rear of the main panel to match drawing designations.

Socket pins shall be marked for reference on the rear of the panel. A maximum of eight

load switch sockets may be positioned horizontally or stacked in two rows on the main

panel. Main panels requiring more than eight load switch sockets shall be mounted in one

horizontal or two vertical rows. All load switches shall be supported by a bracket,

extending at least half the length of the load switch. The 16 load switch position main

panels shall have all field wires contained on two rows of horizontally mounted terminal

blocks. The upper row shall be wired for the pedestrian and overlap field terminations.

The lower row shall be reserved for phase one through phase eight vehicle field

terminations.

All field output circuits shall be terminated on a non-fused barrier type terminal block

with a minimum rating of 10 amps. All field input/output (I/O) terminals shall be

identified by permanent alphanumerical labels. All labels shall use standard nomenclature

per the NEMA TS2 specification. It shall be possible to flash either the yellow or red

indication on any vehicle movement and to change from one color indication to the other

by use of a screwdriver. Field terminal blocks shall be wired to use four positions per

vehicle or overlap phase (green, yellow, and red, flash). It shall not be necessary to de-

buss field terminal blocks for flash programming.

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The main panel shall contain at least one flasher socket (silk screen labeled) capable

of operating a 15-amp, 2-pole, NEMA solid-state flasher. The flasher shall be supported

by a bracket, extending at least half its length. One RC network shall be wired in parallel

with each group of three flash-transfer relays and any other relay coils. All logic-level,

NEMA-controller and Malfunction Management Unit input and output terminations on

the main panel shall be permanently labeled. Cabinet prints shall identify the function of

each terminal position. At a minimum, three 20-position terminal blocks shall be

provided at the top of the main panel to provide access to the controller unit's

programmable and non-programmable I/O. Terminal blocks for DC signal interfacing

shall have a number 6-32 x 7/32 inch screw as minimum.

All main panel wiring shall conform to the following wire size and color:

Green/Walk load switch output - brown wire - 14 gauge

Yellow load switch output - yellow wire - 14 gauge

Red/Don't Walk load switch - red wire output - 14 gauge

MMU (other than AC power) - violet wire - 22 gauge

Controller I/O - blue wire - 22 gauge

AC Line (power panel to - black wire main panel) - 8 gauge

AC Line (main panel) - black wire - 10 gauge

AC Neutral (power panel to - white wire main panel) - 8 gauge

AC Neutral (main panel) - white wire - 10 gauge

Earth ground (power panel) - green wire - 8 gauge

Logic ground - gray wire - 22 gauge

Flash programming - Orange wire

Flasher terminal - Black wire red or yellow field terminal - 14 gauge

All wiring, 14 AWG and smaller, shall conform to MIL-W-16878/1, type B/N, 600V,

19-strand tinned copper. The wire shall have a minimum of 0.010 inches thick PVC

insulation with clear nylon jacket and rated to 105 degrees Celsius. All 12 AWG and

larger wire shall have UL listed THHN/THWN 90 degrees Celsius, 600V, 0.020 inches

thick PVC insulation and clear nylon jacketed. Connecting cables shall be sleeved in a

braided nylon mesh or poly-jacketed. The use of exposed tie wraps or interwoven cables

is unacceptable. All Terminals and Facilities configurations shall be provided with BIU

wiring assignments consistent with NEMA TS2-2003 specifications. All Terminals and

Facilities configurations shall be provided with sufficient RS-485 Port 1 communication

cables to allow for the intended operation of that cabinet. Each SDLC communication

cable connector shall be a 15-pin metal shell D subminiature type. The cable shall be a

shielded cable suitable for RS-485 communications. All main panels shall be pre-wired

for a Type-16 Malfunction Management Unit.

All wiring shall be neat in appearance. All cabinet wiring shall be continuous from its

point of origin to its termination point. Butt type connections or splices are not

acceptable. All connecting cables and wire runs shall be secured by mechanical clamps.

Stick-on type clamps are not acceptable. The grounding system in the cabinet shall be

divided into three separate circuits (AC Neutral, Earth Ground, and Logic Ground).

These ground circuits shall be connected together at a single point as outlined in the

NEMA TS2 Standard.

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The main panel shall incorporate a relay, to be designed as K1, to remove +24 VDC

from the common side of the load switches when the intersection is placed into

mechanical flash. The relay shall have a momentary pushbutton located on the relay to

apply power to the load switch inputs for ease of troubleshooting. All pedestrian push

button inputs from the field to the controller shall be opto-isolated through the BIU and

operate at 12 VAC. All wire (size 16 AWG or smaller) at solder joints shall be hooked or

looped around the eyelet or terminal block post prior to soldering to ensure circuit

integrity. Lap joint soldering is not acceptable.

715.42.8.3-Power Panel Design and Construction: The power panel shall

integrated into the main panel and be located on the lower right portion of the cabinet.

The power panel shall be wired to provide the necessary filtered power to the load

switches, flasher(s), and power bus assembly. The power components shall be equipped

with a removable plastic front cover for protection. The design will allow a technician to

access the main and auxiliary breakers without removing the protective front cover.

The power panel portion of the main panel shall include the following components:

a. A minimum of one (1) 40-amp main breaker for 16 position cabinets. This breaker shall

supply power to the controller, MMU, signals, cabinet power supply and auxiliary panels.

Breakers shall be at minimum, a thermal magnetic type, UL listed for HACR service,

with a minimum of 10,000 amp interrupting capacity.

b. A minimum of one (1) 15-amp auxiliary breaker. This breaker shall supply power to the

fan, light and GFI utility outlet.

c. An EDCO model SHP-300-10 or exact approved equivalent surge arrester.

d. A 50 amp, 125 VAC radio interference line filter.

e. A normally-open, 50-amp, Solid State Relay (SSR). Shall be Crydom Model Number

HA4875H or approved equal.

f. A minimum of one (1) 8-position neutral bus bar is capable of connecting three #12 wires

per position.

g. A minimum of one (1) 6-position ground bus bar capable of connecting three #12 wires

per position.

h. A minimum of one (1) NEMA type 5-15R GFI utility outlet.

i. The cabinet shall have a roll-out/swing-out concealable shelf/platform that can be used as

platform for a laptop computer or other tools when the cabinet door is opened.

715.42.8.4-Power and SDLC Bus Panel: The Power and SDLC BUS Panel shall be

manufactured from 0.090 - 0.125”, 5052-H32 aluminum. It shall provide a central

location to supply filtered power for the controller, malfunction management unit, cabinet

power supply, and all auxiliary equipment. It shall include the SDLC Bus connecting

cables wired to a barrier type terminal block. As an alternate, SDLC Bus connections

may be made via an SDLC Hub Assembly. All cabinet equipment requiring filtered

power to operate shall be hardwired directly to the supplied barrier type terminal blocks

on the Power and SDLC BUS Panel. All AC+ power sources shall be protected with a

removable plastic cover plate. The SDLC Hub Assembly shall accommodate all D-

Subminiature Female 15 (DB15) connectors as required, and a minimum of five (5)

SLDC connections shall be provided.

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715.42.8.5-Auxiliary Cabinet Equipment: The cabinet shall be provided with a

thermostatically controlled (adjustable between 55-160 degrees Fahrenheit) ventilation

fan in the top of the cabinet plenum. The fan plate shall be removable with the use of

simple hand tools for serviceability. A minimum of one, maximum of two, exhaust fans

shall be provided. The fan shall be a ball bearing type fan and shall be capable of drawing

a minimum of 100 cubic feet of air per minute (CFM). The Fan/Thermostat assembly

shall be connected to the Power panel by means of a 4 position plug-in cable or

hardwired to an appropriate circuit breaker.

A LED cabinet lighting system may be used to illuminate the internal structure of the

cabinet assembly. The LED cabinet lighting shall be a Luxem Bright LED module

Model #772-Woo13 and approved power supply, or approved equivalent. This lighting

system shall be wired directly to a door active switch mounted near the top of the door.

Alternately, a fluorescent lighting fixture shall be mounted on the inside top of the

cabinet near the front edge. The fixture shall be rated to accommodate at minimum a

F15T8 lamp operated from a normal power factor UL or ETL listed ballast. The lamp

shall be wired on the power panel or to a door activated switch mounted near the top of

the door.

A re-sealable print pouch shall be mounted to the door of the cabinet. The pouch shall

be of sufficient size to accommodate one complete set of folded cabinet prints. A

minimum of two sets of complete and accurate cabinet drawings shall be supplied with

each cabinet.

715.42.8.6-Vehicle Detection: A minimum of one Loop Detector rack shall be

provided in each cabinet.

Shall support up to 16 channels of loop detection (either eight 2 channel detectors

or four 4 channel detectors), two 2-channel preemption devices and one BIU.

All connections to the back of the detector racks to the detector cards shall be

soldered to a 44 terminal, double row, 3.962 mm (0.156 in.) contact spacing, Cinch Jones

card edge connector 50-44A-30M, or equivalent centered vertically for each detector

module. All designations shall correspond to the requirements of the TS2-2003

specification. Card Guides shall be provided on the top and bottom of the card rack for

each connector position. Each cabinet shall contain a detector interface panel per each

detector rack for the purpose of connecting field loops and vehicle detector amplifiers.

The panels shall be manufactured from 0.090 or 0.125” thick 5052- H32 Aluminum and

use barrier type terminal blocks.

One 16-position interface panel shall be provided for a 16-channel rack cabinet. The

interface panel shall be secured to the left wall of the cabinet. Each interface panel shall

allow for the connection of eight or sixteen independent field loops. A ground bus

terminal shall be provided between each loop pair terminal to provide a termination for

the loop lead-in cable ground wire. Each interface panel shall provide a barrier style

terminal block to terminate the field wires for up to two 2-channel preemption devices.

Lightning protection device mounting holes shall be provided to accommodate the

potential usage of an EDCO LCA-6, lightning protection device. A cable consisting of

20 AWG twisted pair wires shall be wired directly from the interface panel to the detector

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rack. The twisted pair wires shall be color coded red and white wire. No connectors shall

be used to connect the interface panel to the detector rack.

All termination points shall be identified by a unique number and silk screened on the

panel. Each detector rack shall accommodate rack mountable preemption devices such as

EMTRAC or Opticom.

715.42.8.7-Cabinet Test Switches and Police Panel: A test switch panel shall be

mounted on the inside of the main door. The test switch panel shall provide as a

minimum the following:

a. SIGNALS ON/OFF SWITCH - In the OFF position, power shall be removed from

signal heads in the intersection. The controller shall continue to operate. When in the

OFF position, the MMU shall not conflict or require reset.

b. AUTO/FLASH SWITCH - When in the flash position, power shall be maintained to

the controller and the intersection shall be placed in flash. The controller shall not be stop

timed when in flash. Wired according to NEMA-TS2-2003 the MMU forces the

controller to initiate the start-up sequence when existing flash.

c. STOP TIME SWITCH - When applied, the controller shall be stop timed in the current

interval.

d. CONTROL EQUIPMENT POWER ON/OFF - This switch shall control the controller,

MMU, and cabinet power supply AC power. The TS2 controller to be provided with the

cabinet assembly shall provide vehicular and pedestrian call inputs from its keyboard

while in the standard status display.

The police door switch panel shall contain the following:

a. SIGNALS ON/OFF SWITCH - In the OFF position, power shall be removed

from signal heads within the intersection. The controller shall continue to operate.

When in the OFF position, the MMU shall not conflict or require reset.

b. AUTO/FLASH SWITCH – When in the flash position, power shall be maintained

to the controller and the intersection shall be placed in flash. The controller shall

be stop timed when in flash. Wired according to NEMA-TS2-1998 the MMU

forces the controller to initiate the start-up sequence when exiting flash.

c. AUTO/MANUAL SWITCH - Cabinet wiring shall include provisions for an

AUTO/MANUAL switch and a momentary push button or hand cord. The

AUTO/MANUAL switch and push button or hand cord shall not be provided

unless it is called for in the CUSTOMER SPECIFICATION.

All toggle type switches shall be heavy duty and rated 15 amps minimum. Single- or

double-pole switches may be provided, as required. Any exposed terminals or switch

solder points shall be covered with a non-flexible shield to prevent accidental contact.

All switch functions must be permanently and clearly labeled. All wire routed to the

police door-in-door and test switch push button panel shall be adequately protected

against damage from repetitive opening and closing of the main door.

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715.42.8.8-Auxiliary Devices:

715.42.8.8.1 - Load Switches: Load switches shall be solid state and shall conform

to the requirements of Section 6.2 of the NEMA TS2 Standard. Signal load switches

shall have a minimum rating of 10 amperes at 120 VAC for an incandescent lamp load.

The front of the load switch shall be provided with three indicators to show the input

signal from the controller to the load switch. Load switches shall be dedicated per phase.

The use of load switches for other partial phases is not acceptable. The full complement

of load switches shall be supplied with each cabinet to allow for maximum phase

utilization for which the cabinet is designed.

715.42.8.8.2 – Flashers: The flasher shall be solid state and shall conform to the

requirements of section 6.3 of the NEMA TS2 Standard. Flashing of field circuits for

the purpose of intersection flash shall be accomplished by a separate flasher. The flasher

shall be rated at 15 amperes, double pole with a nominal flash rate of 60 FPM. A full

compliment of flasher shall be provided.

715.42.8.8.3-Flash Transfer Relays: All flash transfer relays shall meet the

requirements of Section 6.4 of the NEMA TS2 Standard. The coil of the flash transfer

relay must be de-energized for flash operation. The full complement of relays shall be

supplied with each cabinet to allow for maximum phase utilization for which the cabinet

is designed.

715.42.8.8.4-Malfunction Management Units (MMU): Each cabinet assembly

shall be supplied with one MMU as defined by the requirements of Section 4 of the

NEMA TS2 Standard.

Malfunction Management Units shall be a Type 16. The MMU shall be Model MMU-

16 (EDI Model MMU-16) or approved equal.

715.42.8.8.5-Bus Interface Units (BIU): All BIUs shall meet the requirements of

Section 8 of the NEMA TS2 Standard. A full complement of BIUs meeting Section

5.3.1.4 if the NEMA Publication No. TS2-2003 shall be supplied per cabinet. Bus

Interface Units shall be supplied with each cabinet to allow for maximum phase and

function utilization for which the cabinet is designed. A minimum of 3 BIUs shall be

provided for each cabinet. Each Bus Interface Unit shall include power on, transmit and

valid data indicators - all indicators shall be LEDs. A Type 1 Interface shall be defined

as defined by Section 5.3, the controller interface shall conform to the Standard

Publication NO. TS2-2003.

715.42.8.8.6-Cabinet Power Supply: The Cabinet power supply shall meet the

requirements of Section 5.3.5 of the NEMA TS2 Standard. The Cabinet Power supply

shall provide LED indicators for the line frequency, 12 VDC, 12 VAC, and 24 VDC

outputs. The cabinet power supply shall provide (on the front panel) jack plugs for

access to the +24 VDC for test purposes. Cabinet power supply shall be provide with

each cabinet assembly per manufacturer’s specifications. And be wired directly to the

Power Bus Assembly via a 12-pin Molex Robotic type connector Model# 54332-1270or

exact equivalent.

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715.42.8.9-Testing: Each controller and cabinet assembly shall be tested as a

complete entity under signal load for a minimum of 48 hours. Each assembly shall be

delivered with a signed document detailing the cabinet final tests performed. The cabinet

shall be assembled and tested by the controller manufacturer or authorized local

distributor to ensure proper component integration and operation.

715.42.8.10-Warranty: The controller and Malfunction Management Unit shall be

warranted by the manufacturer against mechanical and electrical defects for a period of

two years from date of shipment. The manufacturer's warranty shall be supplied in

writing with each cabinet and controller. Second party extended warranties are not

acceptable. The cabinet assembly and all other components shall be warranted for a

period of one year from date of shipment. Any defects shall be corrected by the

manufacturer at no cost to the owner.

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SPECIAL PROVISION

FOR

STATE PROJECT: S317-50-3.38

FEDERAL PROJECT: NHPP-0050 (268) D

FOR

SECTION 625 DRILLED CAISSON FOUNDATIONS

ADD THE FOLLOWING ITEMS:

625.2.3 - Installation Plan: The Contractor shall submit an Installation Plan for review

by the Engineer. This plan shall provide information on the following:

a) Name and experience record of the drilled caisson superintendent in charge of

drilled caisson operations for this project. b) List of proposed equipment to be used on the project, including barges, cranes,

templates, drill rigs, drills, augers, bailing buckets, final cleaning equipment, slurry desanding equipment, slurry pumps, core sampling equipment, welding equipment, tremie or concrete pumps, casing, etc.

c) Details of overall construction operation sequence and the sequence of caisson construction in the piers and/or the abutments; taking due care not to damage fresh concrete by drilling in the immediate vicinity too quickly.

d) Method for maintaining drilled caisson position and alignment during

excavation, and details and sequencing of caisson excavation.

e) Details of casing and splices to be used, including calculations (signed and

stamped by a Professional Engineer knowledgeable in drilled caissons)

showing ability of casing to withstand anticipated hydraulic and earth

pressures and to withstand stresses due to installation without undue

deformation. Description for withdrawal of casings to demonstrate that

concrete will not be lifted during withdrawal.

f) When the use of slurry is anticipated, details of the methods to mix, circulate,

and desand slurry. Any request to use a slurry displacement method for the

construction of caissons shall also provide information for the Engineer's

approval as follows:

1. Detailed description of proposed construction method.

2. Concrete mix, as modified for use with the slurry displacement

method.

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3. Components and proportions in proposed slurry mixture. 4. Tests proving slurry mixture will not degrade rock or interfere

with bond.

5. Methods to agitate slurry mixture prior to concrete placement.

6. Methods to clean slurry mixture for re-use.

7. Disposal methods for used slurry.

g) Details of methods to mechanically clean the caisson excavation.

h) Details of reinforcing cage fabrication and placement including support of the

reinforcing cage during handling, after installation, and during concrete

placement, along with methods and devices that will be used to center the

reinforcing cage and maintain concrete cover over the bars.

i) Details of concrete placement including proposed operational procedures for

free-fall, tremie, pumping or other methods.

j) Sample of proposed drilled caisson report, proposed drilled caisson log, and

proposed Preinstallation core hole log.

k) Welding procedures and qualifications of welders and tackers as specified in

ANSI/AWS D1.1 for casing steel and in ANSI/AWS D1.4 for

reinforcing steel.

l) Preinstallation Coring procedure.

m) Qualifications and experience record of firm proposed to perform

Preinstallation Coring, including experience record of the supervisor

designated to oversee the work.

n) Mix design for concrete and for non-shrink grout.

o) Plan to minimize vibration and wheel loads in the vicinity of newly placed

caissons.

p) Plan for compliance with applicable environmental regulations, including but

not limited to the protection of river water from degradation due to material

excavated from drilled caisson locations or due to other harmful erosion,

protection of the environment from slurry spillage or discharge if slurry is

used, and general environmental protection of the area from all operations

related to drilled caissons.

q) BLANK

r) Provide details for the collection and removal of the extra concrete that must

be wasted from the top of the drilled caisson concrete placement when placing

concrete by the tremie method.

s) Include an estimate of the anticipated duration of concrete placement for each

drilled caisson and rock socket. Include a procedure to explain how the

concrete will be maintained in a workable condition throughout the entire

concrete placement duration for each drilled caisson and rock socket that is to

be placed by the tremie method.

The Engineer will evaluate the Drilled Caisson Installation Plan for conformance with the Plans, and Specifications. Within 14 days after receipt of the plan, the Engineer will notify the Contractor in writing of any additional information required and/or changes necessary to meet the contract requirements. All procedural approvals given by the Engineer shall be subject to trial in the field and shall not result in any additional cost to the Division if they fail to perform also shall not relieve the Contractor of the responsibility to satisfactorily complete the work as detailed in the Plans and Specifications.

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October 8, 2013

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625.3 DIMENSIONAL REQUIREMENTS

ADD THE FOLLOWING SENTENCE:

In the event of any deviations, the Contractor shall not proceed with construction of pier

columns until submission and approval of a corrective plan has been granted.

ADD THE FOLLOWING SUBSECTIONS:

625.3.1 - Placement Tolerances:

For any drilled caisson the maximum permissible deviation from plumb shall be 2% or a ratio

of 2:100 with respect to a truly vertical axis. For any drilled caisson at its top the maximum

deviation of the center shall be 3 inches from its project plan location.

625.3.2 - Caisson Diameters:

Rock sockets shall be of a minimum diameter equal to the caisson diameter shown in the

plans. Casings, extending upward from the rock surface, shall have a minimum inside

diameter equal to the caisson diameter shown in the plans, but may be larger in diameter to

expedite the Contractor's operations.

625.3.3 - Bottom Excavation:

Excavation equipment and methods shall provide the completed caisson excavation with a flat

bottom. The cutting edges of excavation equipment shall be normal to the vertical axis of the

equipment within tolerance of plus or minus 1 ~ inches per 40 inches of diameter.

625.3.4 - Caisson Cutoff Elevations:

For any drilled caisson the maximum permissible deviation from finished top of shaft

elevation shall be minus 3 inch and plus 1 inch.

625.3.5 - Reinforcement: After all concrete has been placed, the top of the reinforcing steel cage shall be no more than 4

inches above, and no more than 2 inches below, the plan elevation. An absolute minimum

clearance of 3 inches to the reinforcing steel is strictly required.

625.4.3 – Casing:

DELETE LAST PARAGRAPH OF THIS SUBSECTION AND ADD FOLLOWING

SENTENCES:

Casing pipe may be left in place. Pressure grouting of annular space between casing and soil

does not have to be grouted.

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November 26, 2014 October 4, 2016

Page 1 of 12



SPECIAL PROVISION

FOR

DISADVANTAGED BUSINESS ENTERPRISE UTILIZATION

I. GENERAL:

The West Virginia Division of Highways (Division) is committed to assuring the

participation of Disadvantaged Business Enterprises (DBEs) in our highway construction

program. In support of this commitment and in compliance with the requirements for contracts

funded, in whole or part, with assistance from the United States Department of Transportation

(USDOT), the Division requires that any contractor or subcontractor shall not discriminate on

the basis of race, color, national origin, or sex in the performance of this contract. The

contractor shall carry out applicable requirements of 49 CFR part 26 in the award and

administration of USDOT-assisted contracts. Failure by the contractor to carry out these

requirements is a material breach of this contract, which may result in the termination of this

contract or such other remedy as the Division deems appropriate.

The contractor shall designate and make known to the Division a liaison officer who is

assigned the responsibility of effectively administering and promoting an active program for

utilization of Disadvantaged Business Enterprises (DBEs).

If a formal goal has not been designated for this contract, all contractors are encouraged to

consider DBEs for subcontract work as well as for the supply of materials and services needed

for the performance of this work.

The contractor is encouraged to use the services of banks owned and controlled by minorities

or women. Agreements between a bidder/proposer and the DBE in which the DBE promises

not to provide subcontracting quotations to other bidders/proposers are prohibited.

II. DEFINITIONS:

A. “Disadvantaged business enterprise” means a firm that is certified as a DBE, in

accordance with the provisions of 49 CFR §26, by the West Virginia Department of

Transportation’s DBE Unified Certification Program.

B. “USDOT-assisted contract” means any contract between the Division and a contractor

(at any tier) funded in whole or part with USDOT financial assistance, including letters

of credit or loan guarantees, except a contract solely for the purchase of land.

C. “Good faith efforts” means efforts to achieve a DBE goal or other requirement of this

part which, by their scope, intensity, and appropriateness to the objective, can reasonably

be expected to fulfill the program requirement.

D. “Joint venture” means an association of a DBE firm and one or more other firms to

carry out a single, for-profit business enterprise, for which the parties combine their

property, capital, efforts, skills and knowledge, and in which the DBE is responsible for

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Page 2 of 12

a distinct, clearly defined portion of the work of the contract and whose share in the

capital contribution, control, management, risks, and profits of the joint venture are

commensurate with its ownership interest.

E. “Primary industry classification” means the North American Industrial Classification

System (NAICS) designation which best describes the primary business of a firm. The

NAICS is described in the North American Industry Classification Manual—United

States, which, which is available via the internet at the U.S. Census Bureau Web site:

http://www.census.gov/eos/www/naics/.from the National Technical Information

Service, 5285 Port Royal Road, Springfield, VA, 22161; by calling 1 (800) 553–6847;

or via the Internet at:

http://www.ntis.gov/product/naics.htm.

III. DBE CERTIFICATION REQUIREMENTS:

A. In order to be classified as a DBE under this specification, a firm must be approved by

the DBE Unified Certification Program prior to the letting date of any project in which a

firm wants to participate as DBE.

B. Under 49 CFR Part 26.71(n), DBE firms are not certified in general terms, in a way that

makes every type of work performed eligible for DBE credit. Rather, the WVDOT,

through its Unified Certification Program, will grant certification to a firm only for

specific types of work which the socially and economically disadvantaged owners have

the ability to control.

C. The DBE rule requires all certification actions, including those expanding the types of

work a firm is authorized to perform for DBE credit, to be made final before the date on

which bidders on a prime contract must respond to a solicitation [49 CFR 26.81(c)].

D. The DBE Uniform Certification Application and related documents, as well as the

directories of certified DBE consulting and contracting firms, may also be obtained from

the Division online at:

http://www.transportation.wv.gov/eeo/DBE/Pages/default.aspx

IV. DBE GOAL:

A. The DBE goal determined by the West Virginia Division of Highways for this contract

is_________% of the contract bid amount.

B. The contractor shall indicate its goal in the appropriate space in Section C, Item 3 –

Contractor’s Goal for DBE Participation, of the Notice contained in the project proposal.

The goal so indicated will be used in determining the award of the contract in accordance

with this Special Provision and Section 103 of the Standard Specifications.

V. CONTRACTOR’S DBE PLAN:

A. Plan requirements. All bidders are encouraged to submit their DBE Participation Plan

(Section C – Contractor’s Plan for DBE Participation) with their bid; or no later than 5

calendar days after bid opening. A Participation Plan form is attached to this provision.

The Plan shall include the following:

1. Name of DBE Subcontractor(s) or Suppliers(s).

2. Description of work each is to perform, to include: Line Number, Item Number,

Description, Type of Work, Quantity, Unit, Unit Cost and Total Cost.

3. The dollar value of each proposed DBE subcontract and the percentage of the total

contract value represented by combined DBE participation; the extent to which

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http://www.census.gov/eos/www/naics/

http://www.transportation.wv.gov/eeo/DBE/Pages/default.aspx


Page 3 of 12

payments to DBEs may be counted as DBE participation is set forth in Section

VIII., DBE Participation Requirements, below.

4. Written and signed documentation of the bidder’s commitment to use a DBE

subcontractor whose participation is being utilized to meet the DBE contract goal.

5. Written and signed confirmation from the DBE that it is participating in the contract

as provided in the prime contractor’s commitment.

5.6.Plans may be submitted by e-mail to [email protected], fax 304-558-4236, or

personal delivery and must be received by the WVDOT EEO Division no later than

4:00 p.m. eastern time on the submission due date.

B. Effect of Failure to Submit a Plan. The bidder who does not submit a DBE

Participation plan with the bid shall submit it withinno later than 5 calendar days after

the bid opening as a matter of responsibility. date of receipt of written notification from

the Division. The project will not be considered for award prior to submission and

approval of the bidder’s DBE plan. Failure to submit all required information within the

required time frame shall be just cause for the annulment of award; and the amount of

the guaranty deposited with the Proposal may be retained by the Division and deposited

in the Division of Highways Fund, not as a penalty, but as liquidated damages. Award

may then be made to the next lowest responsible bidder, or the work may be readvertised

or otherwise, as the Division may decide.

C. Qualification of DBEs in Plan. In order to be accepted under this program all DBE

subcontractors and suppliers of materials or services must be certified for the applicable

Type of Work and NAICS code, in accordance with Section III of this provision, at the

time of the letting.

If a DBE firm has not been certified in a timely manner for the type of work it is

intending to perform on a given contract, then the Division of Highways cannot count

the firm’s participation on that contract toward meeting DBE contract goals or the

agency’s overall DBE goal. If a bidder has submitted a bid with DBE participation in

response to the DBE goal, and the DBE firm named in the bid documents has not been

certified in the type of work that the DBE firm would perform on the contract, then the

bid shall not be considered because it does not qualify as a responsible bid.

D. Changes to DBE Participation Plan. Any changes to tThe contractor’s shall utilize the

specific DBEs listed on the DBE Participation Plan to perform the work and supply the

materials for which each is listed unless the contractor obtains written must be approved

consent by the EEO Division;. Unless written consent is provided, the contractor shall

not be entitled to any payment for work or material unless it is performed or supplied by

the listed DBE. failure to obtain approval of any material post-award change to a DBE

Participation Plan may result in sanctions as set forth in Section VII.C, below.

E. Termination of a DBE from DBE Participation Plan. A prime contractor cannot

terminate a DBE subcontractor listed on an approved DBE Participation Plan without

good cause, documented by the prior written consent of the Division. For the purposes

of this paragraph, good cause includes, but is not limited to, the following circumstances:

1. The listed DBE subcontractor fails or refuses to execute a written contract;

2. The listed DBE subcontractor fails or refuses to perform the work of its subcontract

in a way consistent with normal industry standards. Provided, however, that good

cause does not exist if the failure or refusal of the DBE subcontractor to perform its

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work on the subcontract results from the bad faith or discriminatory action of the

prime contractor;

3. The listed DBE subcontractor fails or refuses to meet the prime contractor’s after-

bid-award reasonable, non-discriminatory bond requirements;

4. The listed DBE subcontractor becomes bankrupt, insolvent, or exhibits credit

unworthiness;

5. The listed DBE subcontractor is ineligible to work on public works projects because

of suspension and debarment proceedings pursuant to 2 CFR Parts 180, 215, and

1200 or applicable State law;

6. The WV Department of Transportation has determined that the listed DBE

subcontractor is not a responsible contractor;

7. The listed DBE subcontractor voluntarily withdraws from the project and provides

written notice to the Division of its withdrawal;

8. The listed DBE is ineligible to receive DBE credit for the type of work required;

9. A DBE owner dies or becomes disabled with the result that the listed DBE

contractor is unable to complete its work on the contract;

10. Other documented good cause as determined by the Division.

F. Termination without Good Cause. Good cause does not exist if the prime contractor

seeks to terminate a DBE upon which it relied to obtain the contract if the reason for the

proposed termination is so that the prime contractor can self-perform the work for which

the DBE contractor was engaged or so that the prime contractor can substitute another

DBE or non-DBE contractor after contract award.

G. Procedure for Terminating DBE from DBE Participation Plan. In order to obtain

Division approval to terminate and/or substitute a DBE subcontractor, the following steps

are required:

1. The prime contractor must give notice in writing to the DBE subcontractor, with a

copy to the Division, of its intent to request to terminate and/or substitute; the notice

must state the reason for the termination and/or substitution and must give the DBE

subcontractor five (5) calendar days to respond to the notice.

2. The DBE subcontractor must respond to the notice within the five calendar day

period and advise the Division and the prime contractor of the reasons, if any, why

it objects to the proposed termination of its subcontract and why the Division should

not approve the prime contractor’s action; if required in a particular case as a matter

of public necessity (e.g. safety), the Division may provide a response period shorter

than five days.

3. In addition to post-award terminations, the provisions of this bullet (G) Procedure

for Terminating DBE from DBE Participation Plan apply to pre-award deletions

of, or substitutions for, DBE firms put forward by offerors in negotiated

procurements.

VI. CONTRACT AWARD REQUIREMENTS:

A. Good Faith Efforts Required. In order to be deemed responsible and be awarded this

contract, a bidder must demonstrate good faith efforts to meet the DBE goal established

by the Division., if a DBE goal has been set forth in section IV.A. of this provision. The

bidder can meet this good faith requirement in either of two ways:

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1. The bidder can meet the goal, documenting commitments for participation by DBE

firms sufficient for this purpose on a Contractor’s Plan for DBE Participation (a

sample is attached to this Special Provision), or

2. The bidder can document adequate good faith efforts showing that the bidder took

all necessary and reasonable steps to achieve a DBE goal which, by their scope,

intensity, and appropriateness to the objective, would be reasonably expected to

obtain sufficient DBE participation, even if they were not fully successful.

The following is a list of types of actions that will be considered as part of the

bidder’s good faith efforts to obtain DBE participation. It is not intended to be a

mandatory checklist, nor is it intended to be exclusive or exhaustive. Other factors

or types of efforts may be relevant in appropriate cases.

a. Soliciting through all reasonable and available means (e.g. attendance at pre-

bid meetings, advertising and/or written notices) the interest of all certified

DBEs who have the capability to perform the work of the contract. The bidder

must solicit this interest within sufficient time to allow the DBEs to respond to

the solicitation. The bidder must determine with certainty if the DBEs are

interested by taking appropriate steps to follow up initial solicitations.

b. Selecting portions of the work to be performed by DBEs in order to increase

the likelihood that the DBE goals will be achieved. This includes, where

appropriate, breaking out contract work items into economically feasible units

to facilitate DBE participation, even when the prime contractor might otherwise

prefer to perform these work items with its own forces.

c. Providing interested DBEs with adequate information about the plans,

specifications and requirements of the contract in a timely manner to assist them

in responding to a solicitation.

d. Negotiating in good faith with interested DBEs.

i. It is the bidder’s responsibility to make a portion of the work available to

DBE subcontractors and suppliers and to select those portions of the work

or material needs consistent with the available DBE subcontractors and

suppliers, so as to facilitate DBE participation. Evidence of such

negotiation includes the names, addresses, and telephone numbers of DBEs

that were considered; a description of the information provided regarding

the plans and specifications for the work selected for subcontracting; and

evidence as to why additional agreements could not be reached for DBEs to

perform the work.

ii. A bidder using good business judgment would consider a number of factors

in negotiating with subcontractors, including DBE subcontractors, and

would take a firm’s price and capabilities as well as contract goals into

consideration. However, the fact that there may be some additional costs

involved in finding and using DBEs is not in itself sufficient reason for a

bidder’s failure to meet the contract DBE goal, as long as such costs are

reasonable. Also, the ability or desire of a prime contractor to perform the

work of a contract with its own organization does not relieve the bidder of

the responsibility to make good faith efforts. Prime contractors are not,

however, required to accept higher quotes from DBEs if the price difference

is excessive or unreasonable.

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e. Not rejecting DBEs as unqualified without sound reasons based on a thorough

investigation of their capabilities. The contractor’s standing within its industry,

membership in specific groups, organizations, or associations and political or

social affiliations (for example union vs. non-union employee status) are not

legitimate causes for the rejection or non-solicitation of bids in the contractor’s

efforts to meet the project goal.

f. Making efforts to assist interested DBEs in obtaining bonding, lines of credit,

or insurance required by the Division or contractor.

g. Making efforts to assist interested DBEs in obtaining necessary equipment,

supplies, materials, or related assistance or services.

h. Effectively using the services of available minority/women community

organizations; minority/women contractors’ groups; local, state and Federal

minority/women business assistance offices; and other organizations as allowed

on a case-by-case basis to provide assistance in the recruitment and placement

of DBEs.

B. Determining Good Faith Efforts. In determining whether a bidder has made good faith

efforts, the Division may take into account the performance of other bidders in meeting

the contract. For example, when the apparent successful bidder fails to meet the contract

goal, but others meet it, the Division may reasonably raise the question of whether, with

additional reasonable efforts, the apparent successful bidder could have met the goal. If

the apparent successful bidder fails to meet the goal, but meets or exceeds the average

DBE participation obtained by other bidders, the Division may view this, in conjunction

with other factors, as evidence of the apparent successful bidder having made good faith

efforts.

C. Documentation of Good Faith Effort. When the established contract goal is not being

met, Aall documentation of good faith effort must be submitted to the Contract

Administration EEO Division, and must be received in the Contract Administration

Division no later than tenfive (105) calendar days after bid opening as a matter of

responsibility.the date of the contractor’s receipt of written notification. Attempts to

increase the goal after bid submission will not be considered in justifying the good faith

effort. Contractors who fail to demonstrate that good faith efforts wasere made prior to

the bid shall not be eligible to be awarded the contract. The Division may take any efforts

it deems appropriate to assure the completeness and accuracy of documentation

submitted to demonstrate good faith efforts.

D. Bidder’s Assurance. The bidder’s signature in Section J of the Notice contained in this

proposal shall be written assurance he/she will comply with this special provision. The

Contractor’s proposed DBE goal percent (Section C Item 3) must be completed or the

bid will be deemed irregular.

E. Failure to Demonstrate Good Faith Effort. A bid that fails to demonstrate good faith

effort MUST be excluded from consideration as non-responsible. Under 49 CFR

26.53(a), when there is a contract goal the Division “must award the contract only to a

bidder who makes a good faith effort to meet it.” Federal funds cannot be used to fund

contract activities that are not in compliance with 49 CFR Part 26. If the Division

determines that the apparent successful bidder has failed to meet the requirements to

demonstrate good faith effort, the Division will, before awarding the contracttaking any

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further action, provide the bidder an opportunity for administrative reconsideration of the

Division’s determination.

1. As part of this reconsideration, the bidder will have the opportunity to provide

written documentation or argument concerning the issue of whether it made

adequate good faith effort, by either meeting the contract goal or by documenting

its actions to do so.

2. The Division’s decision on reconsideration will be made by an official who did not

take part in the original determination that the bidder failed to make adequate good

faith effort.

3. The bidder will have the opportunity to meet in person with the reconsideration

official to discuss the issue of whether it made adequate good faith effort.

4. The Division will send the bidder a written decision on reconsideration, explaining

the basis for finding that the bidder did or did not make good faith effort.

5. The result of the reconsideration process is not appealable to the U.S. Department

of Transportation.

VII. CONTRACT COMPLIANCE REQUIREMENTS:

Each contractor or subcontractor that fails to carry out the requirements set forth below will

be subject to a breach of contract and, after notification to the Federal Highway Administration,

the West Virginia Division of Highways may terminate the contract or subcontract or initiate

other such remedy as deemed appropriate.

A. Policy. It is the policy of the West Virginia Division of Highways to ensure non-

discrimination in the award and administration of USDOT-assisted contracts, to create a

level playing field on which DBEs can compete fairly for USDOT-assisted contracts, to

ensure that the DBE program is narrowly tailored in accordance with applicable law, to

ensure that only firms that fully meet eligibility standards are permitted to participate as

DBEs, to help remove barriers to the participation of DBEs in USDOT-assisted contracts,

and to assist in the development of firms that can compete successfully in the marketplace

outside the DBE program. Consequently, the DBE requirements of 49 CFR Part 26 apply

to this contract.

B. DBE Obligation. By submitting a bid on this contract execution of the contract, the

contractor expressly accepts and agrees to the following assurance, and further agrees to

include this assurance in each and every subcontract executed between the prime

contractor and a subcontractor: The contractor or subcontractor shall not discriminate on

the basis of race, color, national origin, or sex in the performance of this contract. The

contractor shall carry out applicable requirements of 49 CFR part 26 in the award and

administration of USDOT-assisted contracts.

C. Sanctions. Failure by the prime contractor to fulfill the DBE requirements and to

demonstrate good faith efforts constitutes a breach of contract. When this occurs, the

Division will hold the prime contractor accountable as would be the case with all other

contract provisions. Therefore, the contractor’s failure to carry out the DBE requirements

shall constitute a breach of contract and may result in the following: In the event of a

breach of contract, the Division may take the following actions:

1. Withholding of progress payments.

2. Withholding payment to the prime contractor in an amount equal to the unmet

portion of the contract goal.

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3. Termination of the contract.

4. Such other remedy as the Division deems appropriate.

D. Records and Reports. All contractors must keep detailed records and provide regular

reports to the Division on a quarterly basis, or as requested, on their progress in meeting

contractual DBE obligations. These records may include, but shallare not be limited to,

payroll, lease agreements, cancelled payroll checks, cancelled supply and material

checks, and executed subcontracting agreements. At the end of each quarter, prime

contractors will be requested to submit certified reports on monies paid to each DBE

subcontractor/supplier on all active USDOT-assisted contracts.

VIII. COUNTING DBE PARTICIPATION TOWARD GOAL REQUIREMENTS:

The Division will only count expenditures to a DBE contractor toward DBE goals if the DBE

is performing a commercially useful function on the contract. A commercially useful function

is generally being performed when a DBE is responsible for the execution of a distinct element

of the work and is carrying out its responsibilities by actually performing, managing and

supervising the work involved in accordance with normal industry practice (except where such

practices are inconsistent with the DBE regulations and these guidelines) and when the DBE

firm receives due compensation as agreed upon for the work performed. Regardless of whether

an arrangement between the contractor and the DBE represent standard industry practice, if

the arrangement erodes the ownership, control or independence of the DBE or does not meet

the commercially useful function requirement, sanctions against the DBE firm and the prime

contractor may be pursued.

A. DBE Management: The DBE must be responsible for execution of the work of the

contract and is carrying out its responsibilities by actually performing, managing, and

supervising the work involved. The DBE must also be responsible, with respect to

materials and supplies used on the contract, for negotiating price, determining quality

and quantity, ordering materials, and installing (where applicable) and paying for the

material itself. The DBE must perform the work of the contract with its own work force.

If a DBE does not perform or exercise responsibility for at least 30 percent of the

total cost of its contract with its own work force, or the DBE subcontracts a greater

portion of the work of a contract than would be expected on the basis of normal industry

practice for the type of work involved, the Division will presume that the DBE is not

performing a commercially useful function; the DBE may present evidence to rebut this

presumption.

When a DBE subcontracts part of the work of its contract to another firm, the value

of the subcontracted work may be counted toward DBE goals only if the DBE’s

subcontractor is itself a DBE. Work that a DBE subcontracts to a non-DBE firm does not

count toward DBE goals.

The Division’s decisions on commercially useful function are reviewable by the

Federal Highway Administration, but are not appealable to the USDOT.

B. Equipment: In order to perform a commercially useful function the DBE subcontractor

shall be responsible for any equipment necessary to complete the work within the

approved Participation Plan.

1. The DBE may lease equipment consistent with standard industry practices.

a. The DBE shall be responsible for negotiating the cost, arranging for the delivery

of, and paying for leased equipment.

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b. Copies of the lease agreements shall be submitted for approval by the Division

prior to the work being performed.

c. The DBE subcontractor shall provide paid invoices to the Division for all leased

equipment.

2. The cost of equipment leased from the prime contractor or its affiliates will not be

counted towards the goal. The Division does not consider a DBE subcontractor as

performing a commercially useful function when it leases equipment from a prime

contractor and the equipment is a critical element of the DBE’s ability to perform

its contract. All leasing agreements, including incidental equipment leasing

agreements between the prime contractor and the DBE subcontractor must be

submitted to and approved by the WVDOT EEO Division prior to performance of

the work.

C. Materials: The DBE shall negotiate the cost, determine quality and quantity, arrange

delivery of, install (where applicable) and pay for the materials and supplies required for

the work of the contract. Invoices for materials should be in the name of the DBE firm

not the prime contractor. The Division will count expenditures by DBEs for materials or

supplies toward DBE goals as provided in the following;

1. If the materials or supplies are obtained from a DBE manufacturer, count 100

percent of the cost of the materials or supplies toward DBE goals. For the purposes

of this paragraph, a manufacturer is a firm that operates or maintains a factory or

establishment that produces, on the premises, the materials, supplies, articles, or

equipment required under the contract and of the general character described by the

specifications.

2. If the materials or supplies are purchased from a DBE regular dealer, count 60

percent of the cost of the materials or supplies toward DBE goals. A regular dealer

is a firm that owns, operates, or maintains a store, warehouse, or other establishment

in which the materials, supplies, articles or equipment of the general character

described by the specifications and required under the contract are bought, kept in

stock, and regularly sold or leased to the public in the usual course of business.

Packagers, brokers, manufacturers’ representatives, or other persons who

arrange or expedite transactions are not regular dealers.

3. With respect to materials or supplies purchased from a DBE which is neither a

manufacturer nor a regular dealer, count the entire amount of fees or commissions

charged for assistance in the procurement of materials or supplies, or fees or

transportation charges for the delivery of materials or supplies required on a job

site, toward DBE goals, provided the fees are reasonable and not excessive as

compared with fees customarily allowed for similar services. Do The Division will

not count any portion of the cost of the materials and supplies themselves toward

DBE goals, however.

The WVDOH may allow the use of joint checks to purchase material/supplies

used by the DBE when the following conditions are met: (1) the prime contractor

acts solely as a guarantor, (2) the DBE must release the check to the supplier, (3)

such payment arrangements are available to all subcontractors and not restricted to

DBE’s, (4) advance approval is obtained by WVDOH EEO Division.

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4. If the materials or supplies are obtained from the prime contractor or an affiliate of

the prime contractor, the cost of the materials or supplies will not be counted toward

the goal.

D. DBE Trucking Firms: To be certified as a DBE trucking firm, the firm must own at

least one fully operational truck that is fully licensed and insured and that is used on a

day to day basis. DBE trucking firms must be covered by a subcontract or a written

agreement approved by the DOT EEO office prior to performing their portion of the

work. In order to perform a commercially useful function, the DBE trucking firm is

restricted to the same subcontracting limitation in effect for other contractors. The DBE

trucking firm must be responsible for the management and supervision of the entire

trucking operation for which it is responsible on a this contract, and there cannot be a

contrived arrangement for the purpose of meeting DBE goals.

1. The DBE receives credit for the total value of the transportation services it provides

on the contract using trucks it owns, insures, and operates using drivers it employs.

2. The DBE may lease trucks from another DBE firm, including an owner-operator

who is certified as a DBE. The DBE who leases trucks from another DBE receives

credit for the total value of the transportation services the lessee DBE provides on

the contract.

3. The DBE may also lease trucks from a non-DBE firm, including an owner-operator.

The DBE who leases trucks from a non-DBE is entitled to credit for the total value

of transportation services provided by DBE-owned trucks on the contract. The DBE

is entitled to credit for the total value of transportation services provided by non-

DBE lessees not to exceed the value of transportation services provided by DBE-

owned trucks on the contract.

Example – DBE Firm X uses two of its own trucks on a contract. It leases two

trucks from DBE Firm Y and six trucks from non-DBE Firm Z. DBE credit would

be awarded for the total value of transportation services provided by Firm X and

Firm Y, and may also be awarded the total value of transportation services provided

by four of the six trucks provided by Firm Z. In all, full credit would be allowed for

the participation of eight trucks. With respect to the other two trucks provided by

Firm Z, DBE credit could be awarded only for the fees or commissions pertaining

to those trucks Firm X receives as a result of the lease with firm Z.

4. A lease must indicate that the DBE has exclusive use of and control over the truck.

This does not preclude the leased truck from working for others during the term of

the lease with the consent of the DBE, so long as the lease gives the DBE absolute

priority for use of the leased truck. Leased trucks must display the name and

identification number of the DBE.

G. Suspensions and Decertification’s: Default or Decertification of DBE: If a DBE

subcontractor is decertified or defaults in the performance of its work, the overall goal

cannot be credited for the uncompleted work unless it is performed by an approved DBE

substitute or unless the Prime Contractor elected to fulfill the DBE goal with another

DBE on a different item of work. If the Prime Contractor after exerting good faith effort

is unable to replace the DBE, the unmet portion may be waived. If any DBE listed on the

Contractor’s DBE Plan has been suspended or decertified as a DBE before the execution

of a subcontract agreement between the Prime and the DBE, the DBE’s proposed work

cannot be counted toward the project’s DBE goal. Conversely, if a DBE has been

DRAFT


Page 11 of 12

suspended or decertified after the Prime and the DBE have executed a subcontract

agreement, the contractor may continue to use the DBE and will continue to receive credit

toward the project’s DBE goal.

H. North American Industrial Classification (NAIC): DBE work can only be counted toward meeting the contract DBE goal if the work to

be performed by the DBE is:

1. Within the Type of Work for which the DBE is certified AND

2. Within the classification of the North American Industry Classification System (6

digit NAIC codes) approved for the DBE.

PARTICIPATION OF A DBE SUBCONTRACTOR WILL NOT BE COUNTED

TOWARD A CONTRACTOR’S FINAL COMPLIANCE WITH ITS DBE

OBLIGATIONS ON A CONTRACT UNTIL THE AMOUNT BEING COUNTED HAS

ACTUALLY BEEN PAID TO THE DBE.

DRAFT


Page 12 of 12



DISADVANTAGED BUSINESS ENTERPRISE UTILIZATION

CONTRACTOR’S PLAN FOR DBE PARTICIPATION

[1] [2] [3] [4] [5] [6] [7] [8] [9]

DBE Sub-Contractor or

Supplier

Line

Number

Item

Number

Description Type of Work

(from DBE Directory)

Quantity Unit Unit Cost Total Cost

[10] CONTRACTOR’S DBE GOAL: TOTAL COST OF ALL DBE PARTICIPATION $____________________. PERCENT OF TOTAL BID AMOUNT: ____________

EXPLANATORY NOTES:

“DBE Sub-Contractor” (column [1]), for the purpose of this certificate, means a disadvantaged business as defined by Special Provisions in this Proposal.

If material is to be supplied, the figure in column [9] shall not exceed 60% of the actual cost unless the material is manufactured by a DBE; if material IS manufactured by a DBE, 100% of

the cost may be recorded.

If material is not supplied by a regular dealer as defined in 49 C.F.R. 26.55€(2)(ii), the figure in column [9] shall only include a reasonable and customary fee or commission for providing a

bona fide service.

For line [10], enter the total cost of DBE participation and the percentage of the total contract bid amount that this total DBE cost represents.

The Contractor’s authorized signature on this plan shall serve as documentation of commitment to use the DBE subcontractor(s) listed above by the contractor to meet the contract goal.

The Contractor shall submit written and signed confirmation from the DBE that it is participating in the contract as provided in the prime contractor’s commitment.

Authorized Signature Title .

DRAFT

November 18, 2016

Page 1 of 2




FOR

SECTION 410

ASPHALT BASE AND WEARING COURSES,

PERCENT WITHIN LIMITS (PWL)

410.7.1.3-Shoulders and Ramps:

DELETE THE CONTENTS AND REPLACE WITH THE FOLLOWING.

Although being tested using the limits discussed above, constructed shoulder mats

and ramps shall not be subject to compaction penalty. However, incentive criteria for

payment in excess of 100% shall still apply. Acceptance of mat density shall be in

accordance with 410.13.3.

Lots for joint density between the outside shoulder and travel lanes shall not be

subject to payment penalties. However, incentive criteria for bonus payment shall still

apply. Acceptance for joint density shall be as per 410.13.4.

Limits and testing for Mixture Acceptance shall apply.

As per MP 401.07.21, shoulders and ramp areas that are constructed simultaneously

with the mainline are not included in the sampling plan. However, these simultaneously

constructed shoulder and ramp areas shall be included in the lot of the adjacent mainline

for the purposes of penalty and bonus calculations for compaction and mixture properties.

Shoulders that are constructed independently of the mainline shall be tested as per

MP 401.07.21. However, compaction penalty calculations for these independently

constructed shoulders shall not apply.

410.13.3.1-Price Adjustment:

DELETE THE CONTENTS AND REPLACE WITH THE FOLLOWING.

The Division will compute the percent of the contract unit price paid as follows:

Lot Payment = CP (2PD + PB + PA) / 400

November 18, 2016

Page 2 of 2

Where:

CP = Contract unit price per lot (unit price times lot quantity)

PD = Payment Factor Percentage for mat density

PB = Payment Factor Percentage for asphalt content.

PA = Payment Factor Percentage for percent passing the 75 μm (No. 200) sieve

Shoulders and ramps shall be included in penalty calculations for mixture and

compaction, unless they are constructed independently where the density requirements

shall be waived. When compaction requirements are waived, PD will be minimum of

100.

July 25, 2013September 29, 2016

Page 1 of 9



SPECIAL PROVISION

FOR



SECTION 601

STRUCTURAL CONCRETE

INTERNAL CURING

601.1-DESCRIPTION:

ADD THE FOLLOWING PARAGRAPH TO THIS SUB-SECTION:

Class H-IC concrete shall be used for bridge decks when designated in the plans.

This mix shall be used to produce a concrete of high durability with low permeability and

low cracking potential. The absorbed water within the saturated lightweight fine aggregate

(LFA) provides internal moisture that is slowly released to the hydrating cement within the paste

matrix of the concrete. This saturated LFA is intended to inhibit autogenous shrinkage and early

age cracking of the bridge deck.

601.2-MATERIALS:


MATERIAL SECTION OR SUBSECTION

Lightweight Fine Aggregate (LFA) 601.2.1

Shrinkage Reducing Admixture (SRA) 707.17

ADD THE FOLLOWING SUB-SECTION:

601.2.1-Lightweight Fine Aggregate (LFA): LFA for Class H-IC shall meet the

requirements of ASTM C1761 with the following exceptions:

In Section 7.4, the LFA shall have a minimum absorption of 15.0%, instead of 5%. This

value shall be determined as outlined in Section 10, except that the immersion period shall be

DRAFT


Page 2 of 9

24 ± 0.5 hours, instead of 72 ± 4 hours. This value shall be expressed as a decimal and noted

as ABSLFA.

MSD shall be determined as outlined in Section 10.4, except that the LFA shall be covered

with water for 24 ± 0.5 hours, instead of 72 ± 4 hours. That 24-hour value of MSD shall be

used in Equation (2), in Section 10.5.1, to calculate the 24-hour absorption of the lightweight

fine aggregate (ABSLFA). That 24-hour value of MSD shall also be used in Equation (3), in

Section 10.5.1, to calculate the relative density of the lightweight fine aggregate. The

relative density of the lightweight fine aggregate obtained in Equation (3) in Section 10.5.1

shall be expressed as SGLFA.

Suitable test data from an Independent Laboratory, approved by the Engineer, shall be

acceptable as evidence of the testing for compressive strength, shrinkage, resistance to

freezing and thawing, and presence of popouts required in Section 9.2.

601.3-PROPORTIONING:

ADD THE FOLLOWING TO THIS SUB-SECTION:

Class H-IC concrete is internally cured Class H concrete, used in bridge decks. Class H-

IC concrete shall consist of a homogenous mixture of cement, fine aggregate, highly saturated

lightweight fine aggregate (LFA), coarse aggregate, microsilica admixture, fly ash or ground

granulated blast furnace slag, chemical admixtures including a shrinkage reducing admixture

(SRA), and water.

The Class H-IC mix shall consist of an existing approved Class H mix design with a

portion of the fine aggregate replaced with LFA. In the existing approved Class H mix design, a

volume of normal fine aggregate, in SSD condition, equal to VSSD LFA (as defined below) shall be

removed and replaced with the VSSD LFA in order to maintain the proper batch volume. Minor

adjustments will be permitted in order to ensure that the actual batch volume is as close as

possible to the design batch volume of 27 cubic feet. However, these changes shall be

documented and submitted to the Engineer.

A shrinkage reducing admixture (SRA) shall be also used in Class H-IC concrete. In

order to establish the proper dosage rate evaluate the performance of the SRA, a Ccontrol

Batchmix of Class H-IC, containing all of the required materials for Class H-IC concrete except

the SRA, shall first be produced by a WVDOH Approved Laboratory. In addition to the

standard mix design testing requirements for Class H concrete, testing for length change, and

tested for drying shrinkage in accordance with ASTM C157, shall be performed on this Control

Batch, modified as outlined in the following paragraph.

The time that the specimens are stored in lime-saturated water, specified in Section 10.3

of ASTM C157, shall be 7 days instead of 28 days, including the time in the molds. At the end

of that 7 day water storage period, the specimens shall be removed from the lime-saturated water

and stored in air, at the conditions specified in Section 5.4.1 of ASTM C157, for an additional 28

days. At the completion of that air storage period, a second comparator reading shall be

taken.All specimens, tested for length change in accordance with ASTM C157, shall be cured as

outlined in Section 10, and then stored in air as outlined in Section 11.1.2. Comparator readings

up to, and including, 28 days after the completion of the 28-day curing period shall be submitted

with the Class H-IC mix design for approval, then the remaining comparator readings, at 8, 16,

32, and 64 weeks shall be submitted as an addendum to the mix design, after those readings are

all completed.

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Page 3 of 9

Two Three additional Class H-IC batchesmixes shall also be produced at the same time

by a WVDOH Approved Laboratory, except that both each of these batches shall contain a SRA.

Both of Tthese three mixes batches shall each contain a different dosage of the SRA based on the

Manufacturer’s recommended dosage rate of the SRA, which will produce the optimum

shrinkage reduction for the Class H-IC mix. The first mix shall contain a dosage rate at the

lower end of the recommended dosage rate, the second mix shall contain a dosage rate at the

mid-range of the recommended dosage rate, and the third mix shall contain a dosage rate at the

upper end of the recommended dosage rate. All properties of these three mixes shall be

identical, except for the dosage rate of the SRA. Each of these three In addition to the standard

mix design testing requirements for Class H concrete, both of these batches mixes shall also be

tested for length change drying shrinkage in accordance with ASTM C157, as outlined modified

in the paragraph above., at an age of 35 days. A three-point curve shall be established from these

three batches, containing the SRA, which plots the percent reduction in shrinkage, when

compared to the control mix, to the SRA dosage rate.

The SRA dosage rate which provides the optimum reduction in shrinkage shall be used in

an additional Design mixture batch of Class H-IC concrete required by MP 711.03.23. This

batch shall be noted as the verification batch. The SRA dosage rate which provides the optimum

reduction in shrinkage shall also be used in the Class H-IC concrete supplied to the project.

The reference batch, required in Section 3.3.2 of MP 711.03.23 shall not be required for

Class H-IC concrete.

A trial batch of the previously approved Class H concrete mix, from which the Class H-

IC mix was developed, as outlined in the second paragraph of this Section, shall also be

produced, by a WVDOH Approved Laboratory, at the same time as the Class H-IC trial batches.

However, the only testing required for this Class H batch shall be length change, in accordance

with ASTM C157, as outlined above.

Design mixture testing requirements for the two Class H-IC concrete batches with the

SRA shall be the same as the design mixture testing requirements for Class H concrete, except

that the maximum permeability requirement of 750 coulombs shall not apply. The same

permeability testing which is required for Class H concrete will be required in the mix design

testing for the two Class H-IC verification Design mixture batches at the optimum SRA dosage

rate, but it shall be used for informational purposes only.

Three specimens shall also be fabricated from the verification Design mixture batch at

the optimum SRA dosage rate and tested for freeze-thaw resistance in accordance with ASTM

C666, Procedure A, as modified by Section 8.6 of ASTM C 330. The results of this testing are

for informational purposes only, and the freeze-thaw resistance testing does not need to be

completed prior to the start of construction.

A summary of the testing required in the mix design for Class H-IC is included in Table

601.3.1D below.

The amount of LFA to be used in the mix design development shall be calculated as

follows:

Determine the amount of Dry LFA to be used in the mix:

MDry LFA = 46 ÷ ABSLFA

MDry LFA = Mass of Dry LFA (expressed in lbs.)

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Page 4 of 9

ABSLFA = 24-hour absorption of the LFA as determined in Section 601.2.1, expressed as

a decimal

Determine the amount of Mass of Saturated Surface Dry (SSD) LFA to be used in the mix:

MSSD LFA = MDry LFA × (1 + ABSLFA)

MSSD LFA = Mass of LFA in SSD condition (expressed in lbs. and based on 24-hour

immersion)

Determine the volume of SSD LFA to be used in the mix:

VSSD LFA = MSSD LFA ÷ (SGLFA × 62.4 lb/ft3)

VSSD LFA = Volume of SSD LFA (expressed in lbs. and based on 24-hour immersion)

SGLFA = Specific Gravity of LFA as determined in Section 601.2.1

In no case shall the VSSD LFA be less than 25% of the total fine aggregate SSD volume of

the entire mix.

Water absorbed in the LFA is retained within the aggregate during mixing and does not

affect the mix water. Therefore, batch weights shall not be adjusted for the absorbed moisture in

the pre-wetted LFA. However, any free moisture on the surface of the LFA shall be accounted

for and adjustments made in the mix water.

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Page 5 of 9

601.3.1-Mix Design Requirements: ADD THE FOLLOWING TO THE SUB-SECTION:

Determine the air content of the plastic concrete of both trial batches in the mix design by

both AASHTO T152 and T196. If the results from the two test methods are 0.50% or less in

difference, then either method may be used for air content testing in the field. If the results

from the two test methods differ by more than 0.50%, AASHTO T196 must be used for air

content testing in the field.

TABLE 601.3.1A {ENGLISH}

Class of

concrete

Design 28 Day

Compressive

Strength

Target

Cement

Factor

Maximum Water

Content

Standard Size of

Coarse Aggregate

Entrained

Air

Pounds per Square

inch lbs./c.y. *

lb. of water / lb.

of cement ** Number Percent

H-IC 4000 658 0.40 57,67 6½

TABLE 601.3.1A {METRIC}

Class of

concrete

Design 28 Day

Compressive

Strength

Target

Cement

Factor

Maximum Water

Content

Standard Size of

Coarse Aggregate

Entrained

Air

Mpa Kg per cu.

M. *

L/Kg

Of cement ** Number Percent

H-IC 28 390 0.40 57,67 6½

* The target cement factor of Class H-IC concrete shall consist of Option 1 or Option 2 from Table 601.3.1C. The

Contractor may choose either option.

TABLE 601.3.1C

Option Cement Fly Ash Ground Granulated

Furnace Slag Microsilica

1 2.39 ft3

(0.068 m3)

0.84 ft3

(0.024 m3)

30 lbs.

(13.6 kg)

2 2.15 ft3

(0.061 m3)

1.08 ft3

(0.031 m3)

30 lbs.

(13.6 kg)

MP 711.03.26 shall be used to control the cement factor in all classes of concrete except Class

H and Class H-IC.

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Page 6 of 9

TABLE 601.3.1D

Special Testing Requirements for Class H-IC Mix Design Batches and the additional Class H

Batch

Note: Standard testing required for Class H concrete, in accordance with MP 711.03.23 still

applies for Class H-IC concrete

Class H-IC Batch Description Special Testing Required

Control Batch of Class H-IC with no SRA

3 shrinkage specimens in accordance with

ASTM C157, air storagemodified

Standard required mix design testing for Class

H, as required by MP 711.03.23

Batch of Class H-IC with SRA at lower-range

dosage rate


ASTM C157, modified

Batch of Class H-IC with SRA at mid-range

dosage rate


ASTM C157, modified

Batch of Class H-IC with SRA at upper-range

dosage rate


ASTM C157, modified

Verification Two bBatches of Class H-IC with

SRA at optimum dosage rate

3 freeze-thaw resistance specimens in

accordance with ASTM C666, modified

2 rapid chloride permeability specimens, tested

in accordance with AASHTO T277 at an age

between 56 and 90 days3 shrinkage specimens

in accordance with ASTM C157, air storage



Class H Batch 3 shrinkage specimens in accordance with

ASTM C157, air storage


601.3.1.1-Previously Approved Class H-IC Mix Designs: Previously approved

Class H-IC concrete mix designs shall be permitted to be used on projects, without the

additional testing required by this Special Provision.

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Page 7 of 9

601.3.2.1-Consistency:


The slump of Class H-IC concrete shall not exceed 7 inches (175 mm) under any

circumstances.

601.3.2.2-Air Content:


The requirements in this Section regarding air content for Class H concrete shall also

apply to Class H-IC concrete.

601.4.5-Tests for Permeability Acceptance: DELETE THE SUB-SECTION AND REPLACE WITH THE FOLLOWING:

When placing Class H-IC concrete, the Contractor shall be required to fabricate four rapid

chloride permeability test specimens in accordance with AASHTO T277 every time that a set of

compressive strength specimens is fabricated. These test specimens shall be moist cured until as

close to the time of test as possible. Two of these test specimens shall be tested at each of the

following ages: 56 and 90 days. The results of these tests shall be sent to MCS&T Division and

shall be used for informational purposes only.

601.6-HANDLING, MEASURING, AND BATCHING OF MATERIALS: ADD THE FOLLOWING TO THIS SUB-SECTION:

Unless otherwise approved by the Engineer, LFA shall be shipped from the LFA Supplier

in a saturated-surface dry (SSD) or wetter condition. The SSD condition is defined as the

moisture condition where the internal moisture content of the aggregate is equal to the potential

absorption of the aggregate. Within 24 hours of receipt of the LFA, the Concrete Supplier shall

verify that the LFA is in a SSD or wetter condition by placing a representative sample of the

LFA on brown paper towels, as outlined in Section 10.4.3 of ASTM C1761. The LFA shall be

considered to be in a SSD condition if moisture appears on the clean paper towels. If the LFA is

not in a SSD condition at this time, it shall be thoroughly saturated by soaking or other methods

approved by the Engineer. LFA shall be maintained in a SSD or wetter condition from the time

it is received at the Concrete Supplier until the time of batching. This moisture content shall be

maintained through the use of sprinklers, soaking, or other methods approved by the Engineer.

Excess water shall be drained from the lightweight fine aggregate prior to batching.

Manipulation of LFA stockpiles may be necessary to ensure uniform wetting and draining.

The Concrete Supplier shall perform testing, as close as possible to the time of batching

to ensure that the absorbed moisture of the LFA is greater than or equal to the ABSLFA

established in 601.2.1 and used in Section 601.3. If the results of this testing show that the

absorbed moisture of the LFA is less than the ABSLFA established in 601.2.1 and used in Section

601.3, additional moisture shall be added to the LFA until such a condition is reached that the

absorbed moisture of the LFA is greater than or equal to the ABSLFA established in 601.2.1 and

used in Section 601.3.

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Page 8 of 9

Cementitious materials shall not be introduced into the mixer drum until after all

aggregates and at least 80% of the batch water are introduced into the mixer drum in order to

ensure that the LFA remains in (SSD) condition as dryer materials are sequentially batched after

the introduction of the LFA.

601.9.1-Cold Weather Concreting: ADD THE FOLLOWING TO THIS SUB-SECTION:

The requirements in this Section which apply to Class H concrete shall also apply to Class

H-IC concrete.


601.10.1.5-Test Slab: A minimum of 10 calendar days prior to the start of

construction, the Contractor shall fabricate a test slab at least 16 feet wide by 16 feet long

by 8 inches thick. The same concrete mix, containing LFA, which is to be used during

construction, shall be used to fabricate this test slab. All quality control testing required

by the Concrete Supplier and Contractor, which is required during construction, shall be

conducted during the fabrication of this test slab. Testing shall include but not be limited

to LFA aggregate and normal aggregate moisture testing and plastic concrete tests

including air content, slump, 7-day compressive strength tests, unit weight, and yield.

Permeability tests shall not be required. The concrete shall be batched, mixed, and

transported in the same manner that it will be during construction. Finishing operations

may be performed by hand, but curing operations shall be identical as those to be used

during construction. The 7-day compressive strength results shall be submitted to the

Engineer as soon as possible after completion of the test.

A representative from the LFA Supplier shall be present throughout the entire test

slab fabrication process to provide guidance and direction in all aspects of the operation.

The LFA Supplier’s representative shall also witness the testing of the absorbed moisture

of the LFA and other aggregate moisture testing prior to the start of batching. Any costs

associated with having the representative from the LFA Supplier present shall be

considered incidental and shall be included in the in the unit bid price.

The Contractor shall notify the Engineer of the date of fabrication of this test slab a

minimum of 10 calendar days prior to the date of fabrication. The Engineer shall be

present during the fabrication of this test slab.

601.10.4.1-Fogging equipment: ADD THE FOLLOWING TO THIS SUB-SECTION:

The requirements in this Section which apply to Class H concrete shall also apply to


601.11.4.1-Class H Bridge Decks: ADD THE FOLLOWING TO THIS SUB-SECTION:

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Page 9 of 9

The requirements in this Section shall also apply to Class H-IC concrete.

601.12-CURING AND PROTECTING CONCRETE:




601.13-PROTECTIVE SUFACE TREATMENT: ADD THE FOLLOWING TO THIS SUB-SECTION:



601.14-METHOD OF MEASUREMENT: ADD THE FOLLOWING TO THIS SUB-SECTION:

The method of measurement for Class H-IC concrete shall be the same as the method of

measurement for Class H concrete.

601.16 - PAY ITEMS:

ADD THE FOLLOWING PAY ITEMS:


601009-010 Class H-IC Concrete Cubic Yard

(Meter) 601100-001 Concrete Mix Design, Class “class”“ Each * Sequence Number

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September 29, 2016

Page 1 of 7



SPECIAL PROVISION

FOR



SECTION 601

STRUCTURAL CONCRETE

INTERNAL CURING

601.1-DESCRIPTION:

ADD THE FOLLOWING PARAGRAPH TO THIS SUB-SECTION:

Class H-IC concrete shall be used for bridge decks when designated in the plans.

This mix shall be used to produce a concrete of high durability with low permeability and

low cracking potential. The absorbed water within the saturated lightweight fine aggregate

(LFA) provides internal moisture that is slowly released to the hydrating cement within the paste

matrix of the concrete. This saturated LFA is intended to inhibit autogenous shrinkage and early

age cracking of the bridge deck.

601.2-MATERIALS:


MATERIAL SECTION OR SUBSECTION

Lightweight Fine Aggregate (LFA) 601.2.1

Shrinkage Reducing Admixture (SRA) 707.17


601.2.1-Lightweight Fine Aggregate (LFA): LFA for Class H-IC shall meet the

requirements of ASTM C1761 with the following exceptions:

In Section 7.4, the LFA shall have a minimum absorption of 15.0%, instead of 5%. This

value shall be determined as outlined in Section 10, except that the immersion period shall be

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September 29, 2016

Page 2 of 7

24 ± 0.5 hours, instead of 72 ± 4 hours. This value shall be expressed as a decimal and noted

as ABSLFA.

MSD shall be determined as outlined in Section 10.4, except that the LFA shall be covered

with water for 24 ± 0.5 hours, instead of 72 ± 4 hours. That 24-hour value of MSD shall be

used in Equation (2), in Section 10.5.1, to calculate the 24-hour absorption of the lightweight

fine aggregate (ABSLFA). That 24-hour value of MSD shall also be used in Equation (3), in

Section 10.5.1, to calculate the relative density of the lightweight fine aggregate. The

relative density of the lightweight fine aggregate obtained in Equation (3) in Section 10.5.1

shall be expressed as SGLFA.

Suitable test data from an Independent Laboratory, approved by the Engineer, shall be

acceptable as evidence of the testing for compressive strength, shrinkage, resistance to

freezing and thawing, and presence of popouts required in Section 9.2.

601.3-PROPORTIONING:


Class H-IC concrete is internally cured Class H concrete, used in bridge decks. Class H-

IC concrete shall consist of a homogenous mixture of cement, fine aggregate, highly saturated

lightweight fine aggregate (LFA), coarse aggregate, microsilica admixture, fly ash or ground

granulated blast furnace slag, chemical admixtures including a shrinkage reducing admixture

(SRA), and water.

The Class H-IC mix shall consist of an existing approved Class H mix design with a

portion of the fine aggregate replaced with LFA. In the existing approved Class H mix design, a

volume of normal fine aggregate, in SSD condition, equal to VSSD LFA (as defined below) shall be

removed and replaced with the VSSD LFA in order to maintain the proper batch volume. Minor

adjustments will be permitted in order to ensure that the actual batch volume is as close as

possible to the design batch volume of 27 cubic feet. However, these changes shall be

documented and submitted to the Engineer.

A shrinkage reducing admixture (SRA) shall be also used in Class H-IC concrete. In

order to evaluate the performance of the SRA, a Control Batch of Class H-IC, containing all of

the required materials for Class H-IC concrete except the SRA, shall first be produced by a

WVDOH Approved Laboratory. In addition to the standard mix design testing requirements for

Class H concrete, testing for length change, in accordance with ASTM C157, shall be performed

on this Control Batch.

All specimens, tested for length change in accordance with ASTM C157, shall be cured

as outlined in Section 10, and then stored in air as outlined in Section 11.1.2. Comparator

readings up to, and including, 28 days after the completion of the 28-day curing period shall be

submitted with the Class H-IC mix design for approval, then the remaining comparator readings,

at 8, 16, 32, and 64 weeks shall be submitted as an addendum to the mix design, after those

readings are all completed.

Two additional Class H-IC batches shall also be produced at the same time by a

WVDOH Approved Laboratory, except that both of these batches shall contain a SRA. Both of

these batches shall contain the Manufacturer’s recommended dosage rate of the SRA, which will

produce the optimum shrinkage reduction for the Class H-IC mix. In addition to the standard

mix design testing requirements for Class H concrete, both of these batches shall also be tested

for length change in accordance with ASTM C157, as outlined in the paragraph above.

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September 29, 2016

Page 3 of 7

A trial batch of the previously approved Class H concrete mix, from which the Class H-

IC mix was developed, as outlined in the second paragraph of this Section, shall also be

produced, by a WVDOH Approved Laboratory, at the same time as the Class H-IC trial batches.

However, the only testing required for this Class H batch shall be length change, in accordance

with ASTM C157, as outlined above.

Design mixture testing requirements for the two Class H-IC concrete batches with the

SRA shall be the same as the design mixture testing requirements for Class H concrete, except

that the maximum permeability requirement of 750 coulombs shall not apply. The same

permeability testing which is required for Class H concrete will be required in the mix design

testing for the two Class H-IC batches at the optimum SRA dosage rate, but it shall be used for

informational purposes only.

A summary of the testing required in the mix design for Class H-IC is included in Table

601.3.1D below.

The amount of LFA to be used in the mix design development shall be calculated as

follows:

Determine the amount of Dry LFA to be used in the mix:

MDry LFA = 46 ÷ ABSLFA

MDry LFA = Mass of Dry LFA (expressed in lbs.)

ABSLFA = 24-hour absorption of the LFA as determined in Section 601.2.1, expressed as

a decimal

Determine the amount of Mass of Saturated Surface Dry (SSD) LFA to be used in the mix:

MSSD LFA = MDry LFA × (1 + ABSLFA)

MSSD LFA = Mass of LFA in SSD condition (expressed in lbs. and based on 24-hour

immersion)

Determine the volume of SSD LFA to be used in the mix:

VSSD LFA = MSSD LFA ÷ (SGLFA × 62.4 lb/ft3)

VSSD LFA = Volume of SSD LFA (expressed in lbs. and based on 24-hour immersion)

SGLFA = Specific Gravity of LFA as determined in Section 601.2.1

In no case shall the VSSD LFA be less than 25% of the total fine aggregate SSD volume of

the entire mix.

Water absorbed in the LFA is retained within the aggregate during mixing and does not

affect the mix water. Therefore, batch weights shall not be adjusted for the absorbed moisture in

the pre-wetted LFA. However, any free moisture on the surface of the LFA shall be accounted

for and adjustments made in the mix water.

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September 29, 2016

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601.3.1-Mix Design Requirements: ADD THE FOLLOWING TO THE SUB-SECTION:

Determine the air content of the plastic concrete of both trial batches in the mix design by

both AASHTO T152 and T196. If the results from the two test methods are 0.50% or less in

difference, then either method may be used for air content testing in the field. If the results

from the two test methods differ by more than 0.50%, AASHTO T196 must be used for air

content testing in the field.

TABLE 601.3.1A {ENGLISH}

Class of

concrete

Design 28 Day

Compressive

Strength

Target

Cement

Factor

Maximum Water

Content

Standard Size of

Coarse Aggregate

Entrained

Air

Pounds per Square

inch lbs./c.y. *

lb. of water / lb.

of cement ** Number Percent

H-IC 4000 658 0.40 57,67 6½

TABLE 601.3.1A {METRIC}

Class of

concrete

Design 28 Day

Compressive

Strength

Target

Cement

Factor

Maximum Water

Content

Standard Size of

Coarse Aggregate

Entrained

Air

Mpa Kg per cu.

M. *

L/Kg

Of cement ** Number Percent

H-IC 28 390 0.40 57,67 6½

* The target cement factor of Class H-IC concrete shall consist of Option 1 or Option 2 from Table 601.3.1C. The

Contractor may choose either option.

TABLE 601.3.1C

Option Cement Fly Ash Ground Granulated

Furnace Slag Microsilica

1 2.39 ft3

(0.068 m3)

0.84 ft3

(0.024 m3)

30 lbs.

(13.6 kg)

2 2.15 ft3

(0.061 m3)

1.08 ft3

(0.031 m3)

30 lbs.

(13.6 kg)

MP 711.03.26 shall be used to control the cement factor in all classes of concrete except Class

H and Class H-IC.

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September 29, 2016

Page 5 of 7

TABLE 601.3.1D

Testing Requirements for Class H-IC Mix Design Batches and the additional Class H Batch

Class H-IC Batch Description Testing Required

Control Batch of Class H-IC with no SRA





Two Batches of Class H-IC with SRA at

optimum dosage rate





Class H Batch 3 shrinkage specimens in accordance with



601.3.1.1-Previously Approved Class H-IC Mix Designs: Previously approved

Class H-IC concrete mix designs shall be permitted to be used on projects, without the

additional testing required by this Special Provision.

601.3.2.1-Consistency:


The slump of Class H-IC concrete shall not exceed 7 inches (175 mm) under any

circumstances.

601.3.2.2-Air Content:


The requirements in this Section regarding air content for Class H concrete shall also

apply to Class H-IC concrete.

601.4.5-Tests for Permeability Acceptance: DELETE THE SUB-SECTION

601.6-HANDLING, MEASURING, AND BATCHING OF MATERIALS: ADD THE FOLLOWING TO THIS SUB-SECTION:

Unless otherwise approved by the Engineer, LFA shall be shipped from the LFA Supplier

in a saturated-surface dry (SSD) or wetter condition. The SSD condition is defined as the

moisture condition where the internal moisture content of the aggregate is equal to the potential

absorption of the aggregate. Within 24 hours of receipt of the LFA, the Concrete Supplier shall

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September 29, 2016

Page 6 of 7

verify that the LFA is in a SSD or wetter condition by placing a representative sample of the

LFA on brown paper towels, as outlined in Section 10.4.3 of ASTM C1761. The LFA shall be

considered to be in a SSD condition if moisture appears on the clean paper towels. If the LFA is

not in a SSD condition at this time, it shall be thoroughly saturated by soaking or other methods

approved by the Engineer. LFA shall be maintained in a SSD or wetter condition from the time

it is received at the Concrete Supplier until the time of batching. This moisture content shall be

maintained through the use of sprinklers, soaking, or other methods approved by the Engineer.

Excess water shall be drained from the lightweight fine aggregate prior to batching.

Manipulation of LFA stockpiles may be necessary to ensure uniform wetting and draining.

The Concrete Supplier shall perform testing, as close as possible to the time of batching

to ensure that the absorbed moisture of the LFA is greater than or equal to the ABSLFA

established in 601.2.1 and used in Section 601.3. If the results of this testing show that the

absorbed moisture of the LFA is less than the ABSLFA established in 601.2.1 and used in Section

601.3, additional moisture shall be added to the LFA until such a condition is reached that the

absorbed moisture of the LFA is greater than or equal to the ABSLFA established in 601.2.1 and

used in Section 601.3.

Cementitious materials shall not be introduced into the mixer drum until after all

aggregates and at least 80% of the batch water are introduced into the mixer drum in order to

ensure that the LFA remains in (SSD) condition as dryer materials are sequentially batched after

the introduction of the LFA.

601.9.1-Cold Weather Concreting: ADD THE FOLLOWING TO THIS SUB-SECTION:

The requirements in this Section which apply to Class H concrete shall also apply to Class

H-IC concrete.


601.10.1.5-Test Slab: A minimum of 10 calendar days prior to the start of

construction, the Contractor shall fabricate a test slab at least 16 feet wide by 16 feet long

by 8 inches thick. The same concrete mix, containing LFA, which is to be used during

construction, shall be used to fabricate this test slab. All quality control testing required

by the Concrete Supplier and Contractor, which is required during construction, shall be

conducted during the fabrication of this test slab. Testing shall include but not be limited

to LFA aggregate and normal aggregate moisture testing and plastic concrete tests

including air content, slump, 7-day compressive strength tests, unit weight, and yield.

Permeability tests shall not be required. The concrete shall be batched, mixed, and

transported in the same manner that it will be during construction. Finishing operations

may be performed by hand, but curing operations shall be identical as those to be used

during construction. The 7-day compressive strength results shall be submitted to the

Engineer as soon as possible after completion of the test.

A representative from the LFA Supplier shall be present throughout the entire test

slab fabrication process to provide guidance and direction in all aspects of the operation.

The LFA Supplier’s representative shall also witness the testing of the absorbed moisture

of the LFA and other aggregate moisture testing prior to the start of batching. Any costs

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September 29, 2016

Page 7 of 7

associated with having the representative from the LFA Supplier present shall be

considered incidental and shall be included in the in the unit bid price.

The Contractor shall notify the Engineer of the date of fabrication of this test slab a

minimum of 10 calendar days prior to the date of fabrication. The Engineer shall be

present during the fabrication of this test slab.

601.10.4.1-Fogging equipment: ADD THE FOLLOWING TO THIS SUB-SECTION:



601.11.4.1-Class H Bridge Decks: ADD THE FOLLOWING TO THIS SUB-SECTION:

The requirements in this Section shall also apply to Class H-IC concrete.

601.12-CURING AND PROTECTING CONCRETE:




601.13-PROTECTIVE SUFACE TREATMENT: ADD THE FOLLOWING TO THIS SUB-SECTION:



601.14-METHOD OF MEASUREMENT: ADD THE FOLLOWING TO THIS SUB-SECTION:

The method of measurement for Class H-IC concrete shall be the same as the method of

measurement for Class H concrete.

601.16 - PAY ITEMS:

ADD THE FOLLOWING PAY ITEMS:


601009-010 Class H-IC Concrete Cubic Yard

(Meter) 601100-001 Concrete Mix Design, Class “class”“ Each * Sequence Number

DRAFT

October 3, 2016

Page 1 of 1




FOR

SECTION 601

STRUCTURAL CONCRETE

601.7-MIXING:

ADD THE FOLLOWING AFTER THE FIFTH PARAGRAPH IN THE SUB-

SECTION:

The total amount of water in a concrete mix, including any water added to a truck mixer at

the job site, shall not be more than the amount which would cause the water-cement ratio (w/c) of

that concrete mix to exceed the w/c that was used, in the trial batches at the minimum cement

factor, in the approved mix design.

DRAFT

November 10, 2016

Page 1 of 2



SPECIAL PROVISION

FOR



FOR

SECTION 604


ADD THE FOLLOWING SUBSECTION.

604.1.1-Heat Fusion Joining: The purpose of this special provision is to describe the

work and material required to install a new solid wall high density polyethylene (HDPE) pipe.


ADD THE FOLLOWING SUBSECTION.

604.2.5-Materials: The new liner pipe shall be solid wall HDPE in accordance with

AASHTO M 26. The pipe shall have a Standard Dimension Ratio of 32.5.

604.6 – LAYING AND JOINING:

604.6.1 – Rigid and Flexible Conduits:

DELETE PARAGRAPH SIX AND REPLACE WITH THE FOLLOWING:

When noted on the plans, Item 604055 “Lining Pipe Culverts”, shall be joined by heat

fusion joining. The Contractor shall adhere to ASTM F2620, ASTM D3261, and the

manufacture installation requirements. This shall include all joints and bends necessary to

complete the segment of pipe as depicted in the plans.

November 3, 2016

Page 1 of 6




FOR



FOR

SECTION 607

HIGH TENSION CABLE BARRIER SYSTEM

607.1-DESCRIPTION:

The work includes furnishing and erecting a cable barrier system and all necessary

appurtenances. The work shall conform to the lines, grades, and locations shown on the Plans or

as directed by the Engineer. The cable barrier shall be placed in accordance with the cable system

manufacturer’s instructions and in accordance with the Division approved shop drawings and

submittals prepared by the manufacturer of the cable barrier system.

Unless provided for on the plans, the work covered by this special provision includes only

that work necessary to install the cable barrier system and appurtenances. It includes the following:

1. Furnishing and placement of concrete foundations for the anchors, line posts and

the terminals.

2. Providing and installing the cable system and all hardware and appurtenances for a

complete and functional cable barrier system.

3. Conducting installation training prior to the installation of the barrier system and

maintenance training after installation of the system. 607.2- SITE INFORMATION:

The known soil data to the Division is made part of the Contract documents. Any

additional soil data required, shall be the responsibility of the Contractor.

It is the Contractor’s responsibility to supply the cable barrier manufacturer with any soil

information needed to design the cable barrier system. All soil information gathering shall be

considered incidental to construction of the cable system at no additional cost to the contract.

The existing median shall be graded to a proposed 6:1 side slope where shown in the plans.

The proposed grading and drainage work required shall not be part of this provision and shall be

paid for separately per the appropriate items in this contract.

November 3, 2016

Page 2 of 6

The cable barrier system described below requires side slopes of 6:1. The steepening or

elimination of the 6:1 grading and related drainage work by Value Engineering Proposal, Practical

Design Change Proposal or other contract revisions shall not be considered applicable to this

contract. 607.3-SUBMITTALS:

Submittals listed below shall be provided at least 30 days prior to initiating work and

submitted electronically.

1. Provide an FHWA Eligibility Letter for National Cooperative Highway Research

Program (NCHRP) 350 or Manual for Assessing Safety Hardware (MASH) FHWA

Eligibility Letter for the cable barrier system, terminals and all appurtenances. The

system shall be approved for Test Level 4 (TL4) for 6:1 side slopes.

2. The cable system manufacturer shall be responsible for the design of any transitions

between existing or proposed guardrail and the cable system. This design shall be

submitted to the Division at least 30 days prior to beginning work and must be

approved by the Engineer prior to beginning work on the barrier. The cable may not be

tied to any guardrail or bridge structure but must be “overlapped” in a manner approved

by the Engineer.

3. Provide manufacturer’s drawings and installation manuals for all components proposed

for installation.

4. Provide manufacturer’s guidelines and instructions for repairs that may be required

to the cable system and all appurtenances following a vehicle hit.

5. Submit material specifications and technical data information on all materials proposed

for use on the project.

6. The design of the cable system termini, depth and size of line posts, concrete

footings, and the concrete end-anchors shall bear the seal of a Registered Professional

Engineer currently licensed in West Virginia.

7. Provide an Installation Plan, with schedule, for the barrier. The Installation Plan shall

be linked to the Transportation Management Plan for the project and shall be subject

to the approval of the Engineer. A Preconstruction Conference with all parties shall be held at least 30 days prior to

commencement of the work to install the barrier system. At that time, all materials and methods

must have been approved by the Engineer.

607.4-CABLE BARRIER SYSTEM:

The cable barrier system and end terminals shall consist of pre-tensioned wire rope (cable),

steel line posts set in steel sockets, end-anchors and all fittings meeting National Cooperative

Highway Research Program (NCHRP) Report 350 or MASH for Test Level 4 for approach slopes

of 6H:1V.

The cable system shall be 4 wire ropes with post spacing at 15 feet or less as

approved by the Engineer. The dynamic deflection shall be less than 8 feet using NCHRP 350 or

MASH testing requirements. In locations where a dynamic deflection distance of 8 feet is not

attainable between a fixed object, the post spacing shall be decreased per manufacturer’s

engineering calculations to reduce the deflection to achieve the required deflection.

The specified maximum dynamic deflection of 8 feet shall be met along the entire length

of each cable barrier segment between end anchors. In addition to meeting the NCHRP 350 or

November 3, 2016

Page 3 of 6

MASH testing requirements, the manufacturer shall provide documentation demonstrating that the

proposed system meets the dynamic deflection requirements at the maximum distance between

anchors that the system will be installed as specified in the plans. The documentation may be in

the form of field testing results and/or computer simulations. Any testing or study supporting

the claims shall either be done by the manufacturer and accepted by appropriate governmental

entities or done by reputable and recognized testing or evaluation entities using the

manufacturer’s materials and system design. If the manufacturer cannot adequately demonstrate

the ability of their system to meet the dynamic deflection requirements at the maximum distance

between anchors specified in the plans, they shall be required, at the sole discretion of Division,

to reduce post spacing and/or add additional anchors until the requirements are met and approved

by the Engineer. Any additional cost associated with reducing the post spacing and adding

anchors shall be considered incidental to construction and included in price bid for this item.

The manufacturer of the cable system must have been in operation for at least 3 years and

must have successfully installed a minimum of 50 miles of high tension cable systems in

the United States. The manufacturer shall present evidence of such to the Engineer at the barrier

system preconstruction conference.

The cable barrier system shall be designed so that line post repairs following a

vehicle hit can be made quickly by two maintenance technicians using readily available hand tools.

In addition, the cable barrier manufacturer shall provide written repair instructions for all elements

of the cable system including the cables, anchors, and connections. All repair instructions shall be

provided in an electronic version and in a printed and bound version (minimum 2 copies). 607.4.1-Materials: The wire rope shall be galvanized, 3/4”-3x7 meeting requirements of

AASHTO M30-92 Type I, Class A coating with minimum breaking strength of 39,000

pounds. Wire rope shall be pre-tensioned. Provide a Certificate of Quality from the wire rope

manufacturer with each cable spool specifying breaking strength, modulus of elasticity and the

amount of force used to elongate the wire rope.

Provide factory swaged threaded terminals for connecting the wire ropes at the turnbuckles.

A maximum of two wedge-type connections that secure the wire rope by compression may be

used per wire rope per segment.

Threaded terminals, turnbuckles and fittings shall be galvanized after threading and meet

the requirements of ASTM A-153. The fittings shall be designed for the cable arrangement

used and fully fitted connections shall have minimum breaking strength of 36,800 pounds,

certified by test reports that shall be submitted to the Engineer.

The line posts shall meet the manufacturer’s specifications and be consistent with the

post size specified in the FHWA NCHRP-350 o r M A S H acceptance letter. Furnish

steel posts meeting the requirements of ASTM A-36 galvanized to ASTM A-123 requirements

following fabrication. The posts shall be designed to hold the wire at the design height. The

posts shall be inserted in galvanized metal sockets or sleeves conforming to the manufacturer’s

design. Provide a low density polyethylene (or similar type material) excluder profiled to fit

tightly around the post to prevent debris from entering the sockets.

The line post shall foundation shall be compatible with the concrete mow strip as shown in

the plans.

All materials including wire rope, fittings, posts, reflectorized spacers or post caps, and

terminals shall meet the approved manufacturer’s specifications and details and shall be

approved by the Engineer prior to installation.

November 3, 2016

Page 4 of 6

“Open wedge” connections as allowed on GR-3 low tension cable systems shall not be

used. Swaged fittings shall be required. Connections at anchorages needed to field adjust the

cables may be “closed wedge” compression type fittings.

Any damage (break in the coating) to exposed steel or metal that is required to be

galvanized shall be repaired or retouched to the satisfaction of the Engineer or shall be replaced

with fittings or materials with the factory coating intact.

607.5-CONSTRUCTION METHODS:

607.5.1-Installation of the cable barrier line posts: Any grading and excavation shall

be completed to finished line and grade prior to installation of the line posts.

Excavate for line posts in accordance with the approved manufacturer’s drawings. Each

post shall be at the proper location, elevation, alignment and depth as proposed and

approved. Excavation of line post footings shall be performed to place Class A3 concrete in

undisturbed soil for the bottom and sides. In the event backfill is necessary, WVDOT

specification procedures must be followed to achieve the proper backfill method and

compaction. Size and depth of footings shall be as approved by the Engineer but shall not be

less than 14” diameter and 36” deep (14”x36”) unless larger sizes are recommended by the

manufacturer and approved by the Engineer.

The galvanized steel line post sleeves shall be placed in Xpsi concrete (meeting WVDOT

standards) footing in accordance with the approved manufacturer’s drawings. Footings shall

have reinforcing bars in accordance with the manufacturer’s approved shop drawings.

The line posts shall be set in the line post sleeves paying close attention to the horizontal

and vertical alignment of the posts. It is critical that the posts be set to achieve the proper wire

rope height. Line posts shall be set to achieve the vertical and horizontal tolerances set by the

manufacturer in the approved shop drawings and installation manuals. Posts and foundations

not set at the proper line and grade shall be replaced prior to the installation of the wire rope.

Delineators shall be installed on the tension cable barrier system posts and shall conform

to Section 661 of the Specifications for guardrail delineators installed on cable guardrail

systems, except with regards to spacing. Delineators shall be installed on the 5 posts nearest

each end of the terminal. Delineators shall also be installed throughout the remainder of the

system length at spacing of 80 feet in tangent sections and 40 feet in curved sections. Where

this spacing cannot be obtained due to post spacing, the delineators shall be installed to provide

spacing that is not greater than the specified spacing. The reflective sheeting shall be applied

only to the side of the delineator facing traffic. Delineators must be an integral part of the

system and no separate posts shall be installed. Alternative delineator systems will be

considered subject to the approval of the Engineer.

607.5.2-Installation of End Terminals: Install terminals in conformance with the

requirements of the cable system manufacturer’s instructions and as approved by the Engineer.

End terminals shall be placed in excavations of natural, undisturbed ground, to size and

shape required by the manufacturer based on soil types and ground conditions. If over-

excavation is unavoidable as verified by the Engineer prior to installation of the concrete, the

sides must be vertical and additional concrete shall be used to fill completely the excavated

area.

November 3, 2016

Page 5 of 6

Provide an end terminal for each separate connection for each separate run of cable. Cables

shall not be tied to anything but an approved terminal and shall not be tied to any proposed or

existing guardrail, bridge structure or other unapproved object.

No incomplete runs subject to traffic shall be left overnight or unprotected. At the end of

each working day, any section started shall be completed by the end of the day if the roadway

is under traffic.

Any end-anchor movement exceeding 1 inch within twelve (12) months of complete

installation will require re-construction and re- tensioning of the system by the Contractor at their

cost as directed by the Engineer. 607.5.3-Installation of the wire rope: The wire rope shall be installed at the elevation

and proper height as approved in the manufacturer’s design and approved drawings.

Tension shall be applied meeting manufacturer’s recommendations. Check the tension per

manufacturer’s recommendations.

Three weeks following the initial tensioning, check and adjust the tension as necessary.

No additional compensation will be provided for any subsequent tensioning required.

Maintain a tension log showing time, date, location, cable temperature, ambient air

temperature and final tension reading, signed by the person performing the tension testing.

The log will be reviewed to verify that the measured tension matches the temperature/tension

chart provided by the manufacturer and is within the stated variance. The log shall be provided

to the Engineer after tensioning is complete.

The number and location of splices will be subject to the approval of the Engineer. Splices

shall be staggered in accordance with the manufacturer’s recommendations. Cable splices shall

be made in accordance with the recommendations of the cable manufacturer. 607.6-MAINTENANCE DURING CONSTRUCTION:

Once the cable system has been erected the cable and that section of roadway

returned to traffic, the Contractor is responsible for maintaining and repair of the cable barrier

system until final acceptance of the entire project. Should the cable barrier be damaged by the

traveling public, Contractor shall repair the barrier within 24 hours. The cable barrier posts shall

be replaced and the cable reinstalled to the post. If that section of cable has been inspected and

certified to by the manufacturer, the cable will be re- inspected and recertified as with the initial

installation. All repairs made to the cable barrier or terminals, no matter the cause of the repair, prior to final acceptance, shall be considered incidental to construction at no additional cost to the contract.

607.7-CABLE SYSTEM INSTALLATION TRAINING AND CERTIFICATION:

607.7.1-Manufacturer’s Certification: A manufacturer’s representative shall be present

during the installation of the first section of the cable barrier system and shall supervise

installation of all components (i.e. posts, anchors, tensioning). Upon completion of the entire

system, a manufacturer’s representative shall inspect and certify in writing that the cable

system was installed in accordance with the manufacturer’s design and requirements. 607.7.2-Training Prior to Installation: All training shall be provided by the cable system

manufacturer.7.2.2. Provide a minimum of 2 hours of classroom training on the installation of

the system. This training shall be provided at the WVDOH District office responsible for the

November 3, 2016

Page 6 of 6

construction of the system. The location and time of this training shall be subject to the

approval of the Engineer.

Provide on-site field instruction using a minimum 2000-foot section of the system. The

amount of training will be as necessary to provide the field training on all aspects of system

installation, line post installation, wire rope installation and tensioning and testing, and

terminal installation.

Provide Certification by the manufacturer of the system for the participants of the training.

This certification shall require participants to pass a written examination prepared and given

by the system manufacturer. The Contractor shall have certified personnel on the site at all

times during the installation of all elements of the system.

The training and certification instruction described above shall be provided for a minimum

of twenty participants to include the Contractor, WVDOT (Construction, Maintenance and

Traffic Operations personnel) and FHWA. Twelve slots shall be reserved for WVDOT and

FHWA and the remainder for the Contractor. 607.7.3-Training following Installation: Provide a minimum of two hours of classroom

instruction on the maintenance and repair of the cable system. This training shall be provided

at the WVDOT District Office responsible for maintenance. The scheduling and location of

this training shall be as approved by the Engineer.

Provide a minimum of one hour of site field instruction on the maintenance and repair of

the system.

The training shall be for a maximum of 20 participants including W VDOT

(Construction, Maintenance, and Traffic Operations), FHWA and representatives of local fire

and rescue services. 607.8-MEASUREMENT:

High Tension Cable barrier will be measured and paid for at the Contract unit price per

linear foot, beginning at the attachment point to an end terminal and ending at the attachment

point to the other end terminal. No measurement shall be made for terminals. This price shall be

full compensation for furnishing all materials, soil boring and testing, installation, testing, and

training required to provide a complete functional system as specified herein. Terminals will be measured and paid for at the Contract unit price per each assembly, complete and in place.

607.9-PAYMENT:

Cable barrier shall be paid for at the Contract Price per linear foot and shall be total

compensation for all materials, installation, testing, and training. Terminals shall be paid for at the Contract Price per each assembly, complete and in place.

Pay Item Pay Unit

Cable Barrier LF Cable End Terminal, Each Concrete Mow Strip LF

November 10, 2016

Page 2 of 2




604055-* ”size”, Lining Pipe Culverts Linear Foot (Meter)

* Sequence number

November 10, 2016

Page 1 of 5



SPECIAL PROVISION

FOR



FOR

SECTION 619

WATERPROOFING

DELETE THE ENTIRE CONTENTS AND SUBSTITUTE THE FOLLOWING.

619.1-DESCRIPTION:

This work shall consist of applying a waterproofing membrane over the entire top surface

of the bridge deck in accordance with these specifications and as shown on the plans or as directed

by the engineer.

619.2-MATERIALS:

619.2.1-Waterproofing Membrane:

Description: A waterproofing membrane composed of non-woven polyester

reinforcement and SBS modified bitumen. The top face is protected by colored granules,

the under face is covered with a thermofusible plastic film.

Characteristics: Thickness: 180 mils (4.5 mm)

Roll width: 39.4 in. (1 m)

Strain energy: longitudinal (MD) = 51.4 lb/in (9.0 kN/m)

transversal (XD) = 39.9 lb/in (7.0 kN/m)

Breaking strength: longitudinal (MD) = 97 lb/in (17.0 kN/m)


Ultimate elongation: longitudinal (MD) = 60.0%

transversal (XD) = 65.0%

Cold bending at -22°F (-30°C) No Cracking

Static puncture resistance: ≥ 67 lb. (300 N)

November 10, 2016

Page 2 of 5

619.2.2-Primer:

Description: A blend of SBS modified bitumen, fast-evaporating solvents and

adhesive enhancing additives. It is required to prime concrete and metal surfaces in order

to improve the adhesion of torch-applied waterproofing membranes.

Characteristics: Specific gravity at 68°F (20°C): 56.8 lb/CF (0.91 kg/l)

Color: Black

Solids by weight: 35%

Viscosity, Brookfield 77°F (22°C): 50 cps

Flash point, ASTM D-93: 26°F (-3°C)

Drying time on smooth surfaces: Minimum 1 to 12 hours depending on

temperature and quantity applied

619.2.3-Flashing Membrane:

Description: A waterproofing membrane composed of a non-woven polyester

reinforcement and SBS modified bitumen. The top face and under face are covered with a

termofusible plastic film.

Characteristics: Thickness: 120 mils (3 mm)

Roll width: 39.4 in. (1 m)

Strain energy: longitudinal (MD) = 51.4 lb/in (9.0 kN/m)


Breaking strength: longitudinal (MD) = 97 lb/in (17.0 kN/m)


Ultimate elongation: longitudinal (MD) = 60.0%

transversal (XD) = 65.0%

Cold bending at -22°F (-30°C) No Cracking

Static puncture resistance: ≥ 67 lb. (300 N)

619.2.4-Liquid Membrane Flashing:

Description: A ready to use one-component polyurethane/bitumen waterproofing

resin which can be applied directly on substrate without primer.

Characteristics: Physical state: Brown viscous liquid

Density at 77°F (25°C): 66.8 lb/of (1070 g/l)

Solids content: 80%

Minimum application temperature: 41°F (5°C)

Drying time ready to recoat after: 2 hours

Dry: 12 hours (remains tacky to touch)

November 10, 2016

Page 3 of 5

619.2.5-Liquid Membrane Reinforcement:

Description: A flexible reinforcement made of 0.02 lb/sf (100 g/m2) woven

polyester used for angle change at upstands, support junctions and joints.

Format: 6 in (0.15 m) wide x 100 ft. (30.5 m) long strip.

619.2.6-Sealant:

Description: A black, multipurpose repair mastic containing SBS modified

bitumen, fibers and mineral fillers. It is designed as a waterproofing complement for bridge

deck edge details.

Characteristics:

Specific gravity at 68°F (20°C): 69.9 lb/cf (1.12 kg/l)

Color: Black

Application temperatures: 85%

Solids by weight: 83%

Flash point, ASTM D-93: 76°F (26°C)

619.3-CONSTRUCTION METHODS:

619.3.1-Applicator Qualifications: The waterproofing membrane must be applied by

skilled applicator in strict conformance with the manufacturer’s recommendations, recognized

standards and under the direction of the manufacturer’s representative. The manufacturer’s

representative must be on site at all times during the installation.

619.3.2-Equipment: Maintain all equipment and tools in good working order. Use only

torches and equipment types recommended by the manufacturer.

619.3.3-Deck Acceptance:

A. Moisture content to be 6% or less.

B. The bridge deck and all parts to be waterproofed must conform to the specified surface

profile between CSP3 and CSP9 (Concrete Repair Institute). The bridge deck should

be free of moisture, ridges, hollows, and sharp objects.

C. Patching material used on the bridge deck should be well adhered, stable, and able to

withstand heavy traffic loads and be compatible with bituminous materials as agreed

by the manufacturer’s representative.

D. The bridge deck must be clean, dry, and free of all contamination including, but not

limited to concrete treatment products, lubricating oils, diesel fuel, grease, or old

waterproofing products which could affect the adhesions of the waterproofing

membrane or the physical integrity of the membrane itself.

E. The bridge deck surface shall be approved by the Engineer and/or the manufacturer’s

representative.

F. Do not install waterproofing in rain or snow.

619.3.4-Materials Storage: All materials shall be delivered and stored in their original

packaging, displaying the manufacturers name, quality, weight, standards references and all

other indications or references considered as standard. Storage temperature is not a concern,

November 10, 2016

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however the membrane rolls must be stored by standing on end and kept covered to keep water

from entering the rolls.

619.3.5-Priming: Immediately prior to application of the primer, the deck shall be cleaned

by sweeping and compressed air to the satisfaction of the manufacturer’s representative.

The Contractor will prime the deck with the appropriate primer using roller, brush or spray

at minimum application rate of one gallon per two hundred square feet (one liter per 4.91

square meters) or as recommended by the manufacturer.

A. 100% of the bridge deck shall be covered with primer eliminating any skips or voids.

B. Any excess of primer on the surface or in holes of the bride deck must be removed and

allowed to cure prior to the installation of membrane.

C. The primer is deemed to be cured and acceptable for membrane installation when the

primer is tacky to the touch.

D. The primed deck must be cured before an open flame from the torch may be used. For

all other safety issues see the MSDS.

619.3.6-Membrane Installation: The membrane may be installed manually or by an

automated membrane installation machine specifically made for this purpose.

The Contractor may begin membrane installation after the primed deck has been approved

by the manufacturer’s representative and the Engineer. The primed surface shall be free of

dust, debris and moisture.

The flashing membrane shall be installed across the transverse joints and/or as shown on

the plans or directly by the Engineer and welded by torch directly onto the concrete as soon as

the primer is dry. This membrane will be checked on the sides and ends for a good bond to

the deck prior to being covered by the waterproofing membrane.

The layout consists of starting the rolls of membrane at the lower side or ends of the bridge

deck in a shingled pattern so that water is permitted to drain to the low areas of the deck without

accumulating against seams. Laps shall be staggered at the beginning and ends of rolls and

shall overlap the previous rolls by six inches (6”) (152 mm). Side laps shall be three inches

(3”) (76 mm).

A. The membrane will be welded by torch directly onto the concrete and checked on the

side end lap for a good bond to the deck prior to being lapped over by the next roll.

B. The manufacturer’s representative will check each roll for any blisters, wrinkles, over

torching or any other defects made during the installation. Any repairs that are required

shall be done by using one of the following methods as stipulated by the manufacturer’s

representative.

1. Completely remove the damaged membrane and patch over the area with a new

piece of membrane lapping onto the adjacent membrane with minimum three inches

(3”) (76 mm) lap.

2. Cutting open a wrinkle or blister and sealing it back down with a torch and applying

a new piece of membrane over the repair.

C. If at any point works stops before the bridge deck is waterproofed all end and side laps

will be checked with a trowel to make sure they are sealed and watertight.

D. If any portion of the membrane becomes contaminated by gasoline, oil, diesel fuel,

grease, hydraulic fuel, or any other containments, the contaminated membrane will be

cut and removed. A new membrane will be welded onto the exposed deck with a

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minimum three-inch (3”) (76 mm) lap on all adjacent membrane. NO SOLVENTS are

to be used to remove containments.

619.3.7-Details for Drainage, Joints and Curbs: After the manufacturer’s representative

has inspected the membrane adjacent to these details and has found them to be satisfactorily

bonded to the deck, the waterproofing contractor may begin sealing all bridge joints, curbs,

and drains with the liquid membrane flashing. Items the manufacturer’s representative will

check for during the waterproofing of these details are as follows:

A. All details are primed, clean and free of moisture.

B. All membrane adjacent to the detail is well bonded and free of defects. All details shall

be adequately coated with the liquid membrane flashing.

C. Drains will be checked to make sure all weep holes are open to allow for proper

drainage.

619.3.8-Paving:

A. The HMA is to be applied as soon as possible after the installation of the waterproofing

membrane. The minimum temperature of the HMA as the point of contact of the

membrane shall be 290°F (140°C).

B. Any cracks in the pavement after the roller has made its initial pass are an indication of

a blister forming between the deck and the membrane. A lance should be driven into

the blistered membrane at a 45-degree angle so that when the roller makes the next pass

if will force the air trapped in the blister out and the heat from the pavement will adhere

the membrane to the bridge deck.

619.3.9-Troubleshooting: Problems that may arise are identified as the following:

A. Over priming/under priming. Remove excess primer from pits, holes, and depression

in deck and re-prime areas not covered sufficiently.

B. Open membrane seams. Lift edge of membrane with puller and reheat with torch or

insert heated trowel in the seam and press together.

C. Blisters, if visible prior to paving, cut blister in an “X”, lift corners and re-torch. Repair

as in 619.3.6 (B). If visible after paving refer to 619.3.8 (B).

619.4-METHOD OF MEASUREMENT: The quantity of work done will be measured in square yards (meters) of area covered.

Material used for overlapping shall not be measured.


The quantity as determined above will be paid for at the contract unit price bid for the item

listed below. Price and payment shall be full compensation for furnishing all materials and doing

all the work prescribed in a workmanlike and acceptable manner including all labor, tools,

equipment, supplies and incidentals necessary to complete the work.

619.6-PAY ITEM:


619002-001 Membrane Waterproofing Without Protection Course Square Yard (SY)

November 3, 2016

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FOR

SECTION 626

RETAINING WALL SYSTEMS

626.5.1.1.2.1-Modular Block Mix Design:

DELETE THE FIRST PARAGRAPH IN THE SUB-SECTION AND REPLACE WITH

THE FOLLOWING:

Each manufacturing facility shall provide a copy of their mix design, including test

results and material sources, to MCS&T Division for each type of block that they

manufacture. A separate mix design shall be required for each type of block, as the

compaction of each type of block may vary and affect the various test results. An approved

independent lab laboratory shall perform the testing when establishing the mix design. The

manufacturing facility shall submit to MCS&T Division yearly test results, from an

approved independent lab, to verify each mix design. After initial approval, each mix

design shall remain approved for a period of three years after the date of initial approval. If there are any changes in the mix, such as changes in material sources, any materials such

as pigments are added, or the pigment color is changed, then a new mix design is shall be

required. The modular block units shall conform to the following:

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October 3, 2016

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SPECIAL PROVISION

FOR THE

DISTRICT WIDE STRIPING CONTRACT



SECTION 663

PAVEMENT MARKINGS

663.4–PAVEMENT PREPARATION – PREMARKING, CODING:

ADD THE FOLLOWING TO THE END OF THE SECTION:

The Department will be responsible for coding and spotting where old markings cannot be

determined. The Contractor must give notification to the Department twelve (12) days prior to

commencement of work on this project.

663.5–APPLICATION:

663.5.1–General:

ADD THE FOLLOWING TO THE END OF THE SUBSECTION:

Prior to commencement of work, and only if required by the binder manufacturer, all

existing edge, lane or center lines will be fully eradicated in accordance with Section 636.7 -

Eradication of Pavement Markings. When eradicating lane or center lines, the Contractor shall

replace the lines within twenty-four hours from the start of eradication. The eradication shall

be incidental to Pay Items of the Contract.

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October 3, 2016

Page 2 of 3

663.5.2.1–Approved Equipment and Personnel:

ADD THE FOLLOWING SUBSECTION:

663.5.2.1.1–Project Control Coordinator: The Contractor is responsible for quality

control, and shall employ a Project Control Coordinator (PCC) for this project, at the

Contractor's expense. The PCC shall be designated and in attendance at the Pre-

Construction Conference; failure to have the PCC assigned and in attendance shall delay

the Engineer’s issuance of the Notice to Proceed until completed, at no cost to the Division

and with no extension of the contract time.

The PCC shall meet the following requirements:

Shall be a member of the District Pavement Marking Crew and on this crew

throughout the project.

Shall be responsible for all communication between the District Pavement Marking

Crew and the Engineer.

Shall take and record a minimum of five (5) retroflectivity readings throughout the

day, per color, per pavement marking crew. The LTL readings and the printout

tape shall be included in the Daily Centerline report. The tapes shall have the date,

color and route on the LTL Log ID.

Shall fill out all Daily Centerline Report(s) and provide these completed forms to

the Engineer for payment on a weekly basis; failure to submit the reports will delay

payment for this work. A separate Daily Centerline Report is required for each pay

item. The Daily Centerline report shall include but not limited to the following:

1. Date

2. Location (Route #, Milepost, and GPS Coordinates / landmark description)

3. Hours worked (including start and stop times)

4. Detailed listing of personnel and equipment used

5. Amount of material used

6. Miles or feet of striping performed

7. Detailed listing of traffic control devices used

8. Weather information

9. LTL readings with LTL tapes

10. Any other applicable information.

The Engineer will randomly check the accuracy of these Daily Centerline

Report(s). If a discrepancy of more than 2% is found, the Contractor will be

required to have an independent consultant, approved by the Division, to verify all

pay items on this contract. The cost of the consultant will be the responsibility of

the Contractor.

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October 3, 2016

Page 3 of 3

ADD SUBSECTIONS 663.5.10 AND 663.5.11 TO THE SECTION:

663.5.10–District Wide Striping Contract: The quantities listed within the Proposal are

estimated for the Contractors’ use only.

Once the Contractor begins a particular route or segment area, he shall continue this

pavement marking until the scheduled route is completed.

Once the Contractor begins work on this Contract, he shall continue work until all of the

scheduled routes are completed.

The Contractor shall not place any pavement markings prior to April 15th.

There shall be no extension of time given for weather.

Retroreflectivity values shall at all times be maintained throughout the warranty period.

Loss due to pavement failure, unless caused by the marking material, will not be considered as

a material failure and will not be included in the loss calculations and/or retroreflectivity

readings.

663.5.11–Interim Completion Date / Priority Painting: At the Pre-Construction

Conference the Contractor will be provided with county maps showing the Priority Painting

routes to be painted. The contractor shall paint the centerline and lane line on all routes by

July 1, . The Contractor shall be assessed liquidated damages of 108.7.1 per day, for

each calendar day, that any of the routes are not marked with center line or lane line.

The Engineer may add or eliminate any route to or from the schedule.

DRAFT

October 13, 2016

Page 1 of 1




FOR

SECTION 703

COARSE AGGREGATE

703.4-GRADING OF COARSE AGGREGATES:

DELETE THE CONTENTS OF THE SUBSECTION AND REPLACE WITH THE

FOLLOWING:

Coarse aggregate shall be uniformly graded to conform to the requirements of Table 703.4.

The gradations for coarse aggregates required by AASHTO M 43 shall be determined in

accordance with AASHTO T 27.

The gradation of coarse aggregates in the production of concrete shall be controlled by the

Ā value as specified in 501.3 and 601.3. In addition, coarse aggregates to be used in Portland

cement concrete shall have no more than one percent by weight passing the No. 200 (75 μm) sieve,

except that this percentage may be increased to 1.5 in the case of crushed aggregate if the material

finer than the No. 200 (75 μm) sieve consists of the dust of fracture, essentially free from clay or

shale. The gradation shall be determined in accordance with AASHTO T 27 and T 11.

When the coarse aggregate is to be used in Portland cement concrete, larger percentages

passing the No. 200 (75 μm) sieve in the coarse aggregate fraction will be permitted if the percent

passing the No. 200 (75 μm) sieve in the fine aggregate fraction (702.1) is less than the specified

maximum. In no event, however, shall the percent passing the No. 200 (75 μm) sieve in the total

concrete aggregate be greater than an amount which would exist if both aggregate fractions

contained their specified maximum percentage passing the No. 200 (75 μm) sieve.

Table 703.4 shows the gradations for coarse aggregates required by AASHTO M 43 (Note that the

specification current at the time of advertisement of bid shall govern).

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FOR

SECTION 704

STONE AND CRUSHED AGGREGATE

704.8-SHOT ROCK:

DELETE THE CONTENTS OF THE SUBSECTION AND REPLACE WITH THE

FOLLOWING:

Shot rock shall be limestone, sandstone, or other inorganic material acceptable to the

Division, having dimensions similar to that which exists after final blasting at the quarry site and

prior to crushing. It shall contain material that would generally be retained on a 6 inch (150 mm)

sieve, and not larger than that which could be tailgated from a single axle 8 to 10 ton (7 to 9 Mg)

dump truck. In addition, some 10 inch to 12 inch (250 to 300 mm) material shall be represented

as an intermediate size. Shot rock shall have a maximum weighted loss of 30 percent when

subjected to five cycles of the Sodium Sulfate Soundness test, MP 703.00.22.

Acceptance for gradation shall be on the basis of a letter of certification from the Producer

verifying that the sizes specified are represented.Acceptance shall be by visual inspection; a

written explanation of the manufacturing process shall be provided if requested by the Engineer.

DRAFT

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FOR

SECTION 707

CONCRETE ADMIXTURES, CURING AND COATING MATERIALS

707.9-LIQUID MEMBRANE-FORMING COMPOUNDS FOR CURING CONCRETE:

DELETE THE CONTENTS OF THE SUB-SECTION AND REPLACE WITH THE

FOLLOWING:

Curing compounds shall conform to the requirements of ASTM C309, Type 2, Class A.

All curing compound must be tested by NTPEP and shown to meet the specification listed

in the paragraph above.

DRAFT

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