W912PP19R0021_Amendment_0006.pdf

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a) By completing items 8 and 15, and returning or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment your desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO. 5. PROJECT NO. (If applicable)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION

NO.

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers is extended, is not extended.

12. ACCOUNTING AND APPROPRIATION DATA (If required) copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER NO.

IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15C. DATE SIGNED

15A. NAME AND TITLE OF SIGNER (Type or print)

16C. DATE SIGNED

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

NSN 7540-01-152-8070

Previous edition unusable

PROJECT: Equalizer Dam and Dike Modifications, Fort Hall Indian Reservation, Idaho

1. This is Amendment No. 0006 to Solicitation No. W912PP19R0021; 23 July 2019. The following revisions shall be incorporated into the specifications. All other provisions shall remain unchanged.

U.S. ARMY ENGINEER DISTRICT, ALBUQUERQUE

CORPS OF ENGINEERS

4101 JEFFERSON PLAZA, N.E.

ALBUQUERQUE, NEW MEXICO 87109-3435

J

W912PP19R0021

1 2

07/23/2019

06/07/2019

W912PP19R0021

AMENDMENT No. 0006

1. SPECIFICATIONS: Delete the following listed pages and substitute the pages attached hereto. On the revised pages, for convenience, changes are emphasized by STRIKETHROUGH for deletions and UNDERLINE for additions from the previous issue. All portions of the revised (or new) pages shall apply whether or not changes have been indicated.

Delete Page Insert Page

Special contract Requirements for BID ITEM 028, Auxiliary Spillway Channel Bridge Replacement.

Special contract Requirements for BID ITEM 028, Auxiliary Spillway Channel Bridge Replacement.

////////LAST ITEM////////

SPECIAL CONTRACT REQUIREMENTS

For

BID ITEM 028

AUXILIARY SPILLWAY CHANNEL

BRIDGE REPLACEMENT

BY:

Bureau of Indian Affairs: Division of Water & Power Fort Hall Irrigation Project – Blackfoot, Idaho

May 2019

The Bureau of Indian Affairs has adopted the Standard Specifications For Construction of Roads and Bridges on Federal Highway Projects, FP-14 for construction of Bid Item 28, and is a part of this contract.

The entire specification is included by reference except as modified by these Special Contract Requirements. Measurement and payment portions for each section do not apply.

An electronic copy of the entire specification can be found at: https://flh.fhwa.dot.gov/resources/specs/

Table of Contents

Preface

Table of Contents

DIVISION 100

Section 104-2. — LIST OF SUBMITTALS

DIVISION 200

Section 203. — REMOVAL OF STRUCTURES AND OBSTRUCTIONS

DIVISION 550

Section 552. — STRUCTURAL CONCRETE Section 571. — PREFABRICATED STEEL MODULAR BRIDGES

DIVISION 600

Section 635. — TEMPORARY TRAFFIC CONTROL

DIVISION 700

Section 709. — REINFORCING STEEL AND WIRE ROPE Section 725. — MISCELLANEOUS MATERIAL

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Table 104-2 List of Submittals

Submittals required

[RSN NO.]

Item Spec Paragraph reference

Submittal Required Due Review Time

(Days)

208a Structural Backfill

704.04 Gradation 21 days prior to

incorporating into work

208b Structural Backfill

Table 208-1 Moisture/Density 21 days prior to incorporating into work

208c Structural Backfill

Table 208-1 Compaction Test Results

On-going

302a Crushed Aggregate Surfacing

302.06 Material

Certification

21 days prior to incorporating into work

552a Concrete Mix Design

552.03, 552.11(b)6

Concrete Mix Design

21 days prior to incorporating into work

552b Precast Concrete

552.11(b)6 Shop drawings 21 days prior to casting units

552c Precast Concrete

552.11(b)6 Fabrication Certification

21 days prior to fabrication

552d Precast Concrete

552.11(b)6 Concrete test results

14 days prior to setting units

552e Precast Concrete

552.11(b)6 Installation Plan 21 days prior to incorporating into work

302a Crushed Aggregate Surfacing

302.06 Material

Certification

21 days prior to incorporating into work

552a Concrete Mix Design

552.03, 552.11(b)6

Concrete Mix Design

21 days prior to incorporating into work

552b Precast Concrete

552.11(b)6 Shop drawings 21 days prior to casting units

552c Precast Concrete

552.11(b)6 Fabrication Certification

21 days prior to fabrication

552d Precast Concrete

552.11(b)6 Concrete test results

14 days prior to setting units

552e Precast Concrete

552.11(b)6 Installation Plan 21 days prior to incorporating into work

552f Precast Concrete

725.13 Material

Certification – Nonshrink Grout

21 days prior to incorporating into work

554 Reinforcing Steel

554.03, 554.10

Material Certification

21 days prior to incorporating into work

555a Steel Structures

555.07, 571.11

AISC Steel Fabricator Certification

21 days prior to fabrication 14

Submittals required

[RSN no.] Item

Spec Paragraph reference

Submittal Required Due Review Time

(Days)

555b Steel Structures 555.05 Mill Orders & Certified Mill Test Reports

14 days prior to fabrication 7

555c Steel Structures 555.03 Shop Drawings 21 days prior to fabrication 14

555d Steel Structures 555.05(b), 571.14

Erection Drawings

21 days prior to fabrication 14

555e Steel Structures 555.19, 571.14

Material Certification

21 days prior to fabrication 14

564 Bearing Pads 564.10 Material Certification

21 days prior to incorporating into work

571a Prefabricated Steel Bridge

571.10 Design

Calculations & Shop Drawings

21 days after award 14

571b Fabrication Quality Control Plan

571.11 QC Plan 21 days prior to

incorporating into work

571c Prefabricated Steel Bridge submittal

571.14 Various

submittals 21 days prior to fabrication 14

718 Signs Drawings, Material Certification – Posts & Sheeting

21 days prior to incorporating into work

DIVISION 200

EARTHWORK

Section 203. — REMOVAL OF STRUCTURES AND OBSTRUCTIONS

203.04 Removing Material. Add the following before the first paragraph:

Remove and dispose of all existing steel bridge superstructure, concrete deck and associated materials.

Contractor is required to haul these elements/materials off-site.

203.05 Disposing of Material. Amend as follows:

(b) Burn. Delete this section. Burning is not an acceptable method of disposal for this project.

(c) Bury. Delete this section. Bury is not an acceptable method of disposal for this project.

203.07 Measurement. Delete this subsection and replace with the following:

“Do not measure removal of structures and obstructions for payment. See FP-14 Subsection 109.05 and Section 01 29 00.”

DIVISION 550

BRIDGE CONSTRUCTION

Section 552. — STRUCTURAL CONCRETE

Construction Requirements

552.11(b)(6). Delete this Subsection and substitute the following:

(6) Precast elements.

(a) Provide precast concrete members of the size, shape, strength, air content, and finish that are SHOWN ON THE DRAWINGS. Precast concrete members must be manufactured by a plant with either of the following certifications:

Precast / Prestressed Concrete Institute (PCI) o Bridge 1, Precast Bridge Products (no prestressed reinforcing).

o Commercial 1, Precast Concrete Products (no prestressed reinforcing).

National Precast Concrete Association (NPCA) o Precast

American Concrete Pipe Association (ACPA) o QCast

Submit a copy of the transmittal letter of the latest PCI, NPCA, or ACPA inspection/certification with the shop drawings [RSN 552c].

In lieu of the above certifications, the Contractor shall retain a professional engineer to provide quality assurance for the work by inspecting and certifying in writing the concrete members are constructed in accordance to the specification and shall include but not limited to:

a) Shop drawing review.

b) Concrete member dimensions.

c) Concrete mix design.

d) Aggregate sources and test results.

e) Steel reinforcing placement.

f) Concrete curing and strength test results.

g) Concrete material certifications.

h) Placement mixing, delivery and sampling.

Certification of the above shall be received by the CO prior to shipment and installation at the job site.

Perform all sampling, testing, and inspection necessary to ensure quality control of the component materials and the concrete. Sample and test for quality control and acceptance testing in accordance with the AASHTO or ASTM test methods prescribed in Section 552.

Maintain adequate records of all inspections and tests. Keep records that indicate the nature and number of observations made, the number and type of deficiencies found, the quantities approved and rejected, and the nature of any corrective action taken.

(b) Casting Yard. The precasting of concrete structural members may be done at a casting yard of an industry-certified plant or a casting yard of the Contractor’s choice with the appropriate certifications discussed above.

(c) Tolerances. Place and consolidate concrete so that shrinkage cracks are not produced in the member.

Verify that the prefabricated elements will fit-up and align properly before shipping from the precast facility.

Assembling each superstructure and substructure composed of prefabricated elements in the yard prior to shipping the elements to the project site would be a suitable way for performing such verification. If assembled in the yard, use blocking to simulate the support of the elements and the spacing between the elements. Verify all elements are constructed in compliance with all plan requirements. Dry fit all connections in the fabrication yard prior to installation of the elements at the bridge site.

Fabricate precast concrete foundation units straight and true size and shape with exposed edges and corners precise and true so each finished unit complies with the following dimension tolerances as well as position tolerances for cast in items:

(1) Length shall not vary by more than 3/4 inch.

(2) Height/Width shall not vary from that shown in the design by more than 1/4 inch.

(3) Local smoothness shall be no more than 1/4 inch in 10 feet for any surface.

(4) Position of inserts for structural connections shall not vary from that shown in the shop drawings by more than 1/2 inch.

(5) Placement of non-prestressed reinforcement shall comply with Section 554 Reinforcing Steel.

(d) Submittals. Submit fabrication and installation drawings for approval according to Subsection 104.03 [RSN 552b]. Show all details necessary for fabrication, including the following:

(1) Details and location of all lifting holes, inserts, hardware, devices, and any additional reinforcing required for lifting. Include supporting calculations and lifting procedures.

(2) Describe the method of curing, handling, storing, and transporting the elements.

(3) Concrete mix design.

(4) Details of bearing assemblies and elastomeric bearing pads.

Do not order materials or begin work until receiving final approval of the shop drawings.

(e) Quality Assurance.

(1) Permanently mark each element with date of fabrication, supplier identification and module identification. Stamp markings in fresh concrete.

(2) Prevent cracking or damage of precast components during handling and storage.

(3) Replace or repair defective or broken precast concrete deck and concrete deck overhang elements according to Section 106. Requests to repair defective or broken elements are subject to the following:

(a) Obtain approval before performing concrete repairs.

(b) Concrete repair work must reestablish the module’s structural integrity, durability, and aesthetics to the satisfaction of the CO.

(c) Describe the cause of damage and the corrective action taken to eliminate future damage.

(d) An updated CPM schedule showing the effects of repair work on project completion.

(4) Elements will be rejected if they do not conform to the contract documents, and for the following reasons:

(a) Elements fabricated before the date that shop drawings are approved.

(b) Full-depth cracking of concrete, and concrete breakage that is not repairable.

(c) Cracks that extend to the nearest reinforcement plane, or fine surface cracks that do not extend to the nearest reinforcement plane but are numerous or extensive.

(d) Camber that does not meet the requirements of the plans or fabrication drawings.

(e) Honeycombed texture.

(f) Dimensions exceeding the allowable tolerances.

(g) Damage during fabrication, transportation, erection, or construction.

(5) Document all test results for structural concrete. Show in the quality control files at least the following information:

(a) Element identification.

(b) Date and time of fabrication concrete pour.

(c) Concrete cylinder test results.

(d) Concrete mix design and the batch print out.

(e) Form-stripping date.

(f) Location and number of blockouts and lifting inserts.

(g) Temperature, moisture, and duration of curing period.

(h) Approved repair procedures.

(f) Handling, storing and transporting.

(1) Installation Plan. Submit a Precast Concrete Installation Plan describing in detail the methods and means of concrete member installation including rigging and setting procedures. Installation Plan must be approved by the CO prior to delivery of materials. [RSN 552e]

(2) Damage/Cracking. Prevent cracking or damage of prefabricated elements and modules during handling, storing and transporting.

(3) Precast Element Sizes. Finalize the size of precast elements with consideration for shipping restrictions, equipment availability and site constraints. Show the final element sizes on the assembly plan.

(4) Lifting Devices. The design and detail of the lifting devices is the responsibility of the Contractor. Use lifting devices in a manner that does not cause damage, cracking or torsional forces. Place the lifting devices in locations that are not visible once the prefabricated element is placed, or within recessed pockets that can be patched after installation.

(5) Safety. The Contractor is responsible for the safety and stability of prefabricated elements during all stages of handling, transportation and construction.

(6) Handling and Storing. Store the precast units in a horizontal and upright position, supported at their designated bearing points. Follow Chapter 5 of the PCI Design Handbook for handling and erection bracing requirements.

Lift the precast elements so that the angle between the top surface of the precast element and the lifting line is not less than 60 degrees when measured from the top surface of the precast elements to the lifting line. If two cranes are used, then the lifting lines shall be vertical. Lift the modules at the designated points.

The Contractor is responsible for handling stresses in the modules. Choose the locations of the lifting points so that the anticipated flexural tensile stress induced in the top of the structural concrete for the assumed support locations is not greater than the allowable stress.

Select smooth and well compacted storage areas to prevent damage due to differential settlement. Support precast elements during storage to prevent cracking or creep induced deformation (sagging). Check precast elements at least once per month to ensure that creep-induced deformation does not occur.

Protect the elements from freezing temperatures for 5 days after casting or until precast concrete attains design compressive strength. Do not remove thermal protection any time before the units attain the specified compressive strength when the surrounding air temperature is below 20°F (-6°C).

552.16 Finishing Formed Concrete Surfaces. Amend as follows:

Delete the first paragraph and substitute the following:

Finish sound, formed concrete surfaces as described below. If any finished concrete surface that is exposed to view (e.g., piers, columns, web walls, etc.) has become streaked and unsightly due to spilled mortar, leaching, or some other cause, clean and refinish the concrete according to the appropriate class.

Delete paragraph (a) and substitute the following:

(a) Class 1 - Ordinary surface finish. Finish the following surfaces with a Class 1 ordinary surface finish:

(1) Under surfaces of slab spans, box girders, filled spandrel arch spans, and the roadway deck slab between superstructure girders;

(2) Inside vertical surface of T-girders of superstructures; and,

(3) Surfaces to be buried and culvert surfaces above finished ground that are not visible from the traveled way or a walkway.

Begin finishing as soon as the forms are removed. Remove fins and irregular projections from all surfaces that are exposed or will be waterproofed. Remove bulges and offsets with carborundum stones or discs.

Remove localized, poorly-bonded rock pockets and honeycombed concrete, and replace with sound concrete or packed mortar. Fill all holes with mortar in the same cement/aggregate ratio as the concrete being finished, and float to an even, uniform finish. A bonding agent may be used with the approval of the CO.

Clean and point form tie cavities, holes, broken corners and edges, and other defects. Saturate the area with water. Finish the area with mortar that is less than 1-hour old. After the mortar is set, rub it (if required) and continue curing. Match exposed surfaces to surrounding concrete.

Carefully tool and remove free mortar and concrete from construction and expansion joints. Leave joint filler exposed for its full length with clean, true edges.

Rub or grind bearing surfaces on piers and abutments to the specified elevation and slope.

If the final finished surface is not true and uniform, rub it according to Subsection 552.16(b).

Delete paragraph (b) and substitute the following:

(b) Class 2 - rubbed finish. Finish the following surfaces with a Class 2 rubbed finish:

(1) Surfaces of bridge superstructures except those surfaces designated to receive a Class 1 or other finish;

(2) Surfaces of bridge piers, piles, columns and abutments, and retaining walls above finished ground and to at least 12 inches (300 millimeters) below finished ground;

(3) Surfaces of open spandrel arch rings, spandrel columns and abutment towers;

(4) Surfaces of pedestrian undercrossings except floors and surfaces to be covered with earth;

(5) Surfaces above finished ground of culvert headwalls and end walls when visible from the traveled way or walkway;

(6) Inside surfaces of culvert barrels higher than 48 inches (1200 millimeter) that are visible from the traveled way. Finish for a distance inside the barrel at least equal to the height of the culvert; and,

(7) Surfaces of railings.

Complete a Class 1 finish according to Subsection 552.16(a).

Create a Class 2 rubbed finish according to steps (1) through (6), below.

(1) Thoroughly wash the surface of the concrete with water. Proceed with step (2) only after completing other work that could affect the surface;

(2) Brush on a mortar approved by the CO at a 1:1 cement/aggregate ratio.

(3) Brush on no more mortar than can be finished in 1 day;

(4) Rub the mortar with burlap or a piece of carpet as soon as it takes initial set (before it reaches final set);

(5) Fog-spray water over the finish as soon as the mortar has reached final set; and

(6) Keep the surface damp for at least 2 days.

If the mortar becomes too hard to rub as described in step (4), then rub the surface with a carborundum stone and water until form marks, projections, and irregularities are removed. Random grinding is not permitted.

Leave a uniform surface free from all unsound patches, paste, powder, and objectionable marks.

Continue with the Class 2 rubbed finish until the entire surface has a smooth texture and uniform color.

When steel forms have been used and the surface has a smooth, uniform texture and color including the surface of the filled holes, steps (1) through (6) above may be omitted with the approval of the CO.

Section 571. — PREFABRICATED STEEL MODULAR BRIDGES

Description

571.01 This work consists of designing, fabricating, delivering and installing a prefabricated, simple-span, four-girder, weathering steel, modular, vehicular bridge superstructure at the project site. Construct the length, width, capacity of the structure including curbs as SHOWN ON THE DRAWINGS. Include all incidental materials required to provide a completed structure ready for use.

The bridge superstructure consists of four rolled weathering steel girders with steel diaphragms as required by the design. The bridge deck will consist of galvanized steel bridge decking topped gravel surfacing as SHOWN ON THE DRAWINGS and according to these SPECIFICATIONS.

The fabricator must coordinate with the contractor for delivery of all materials for the bridge superstructures to the site. The bridge materials to be delivered include bearing plates, bearing pads, steel girders/diaphragms/bolts/washers/nuts/etc., galvanized steel decking, and curbs and curb supports with all associated connection hardware.

The following prefabricated modular steel bridge suppliers are AISC certified and have a history of supplying these types of bridge:

Big R Manufacturing and Distributing, Inc. Hamilton Construction P.O. Box 1290 P.O. Box 659 Greeley, CO 80632-1290 Springfield, OR 97477 800-234-0734 541-746-2426 www.bigrbridge.com www.hamil.com

RTI Fabrication TrueNorth Steel 89 Kruger Road 5405 Momont Road Plains, MT 59859 Momont Industrial Park 406-826-5933 Missoula, MT 59802 www.rtibridge.com 406-532-7103 www.truenorthsteel.com

Other manufacturers of prefabricated modular steel bridges having a minimum of five years of continuous experience in the design and construction of similar prefabricated steel bridges, and comply with Subsection 571.11, may be accepted.

Material

571.02. Materials shall conform to the following Sections:

Steel Structures 555 Bridge Railing 556 Bearing Devices 564 http://www.bigrbridge.com/ http://www.hamil.com/ http://www.rtibridge.com/ http://www.truenorthsteel.com/

Hardware & Structural Steel 717

571.03 Structural Steel. All structural steel must be new material. Provide certified copies of mill test reports for all structural steel and bolts.

All structural weathering steel shapes and plates must conform to the requirements of AASHTO M 270, Grade 50W (ASTM A588). If used, all square and rectangular weathering structural steel tubing must conform to the requirements of ASTM A847 structural tubing.

571.04 Fasteners. Provide high-strength bolts for all structural field bolted connections. High-strength bolts, heavy hex nuts and hardened washers must conform to the following requirements, unless approved in writing by the Engineer:

Bolts ASTM A 325, Type 3.

Nuts Appropriate class of ASTM A 563 Washers ASTM F 436 Type 3

571.05 Elastomeric Bearings. Provide elastomeric bearings complying with Subsection 717.10(a).

Design Requirements

571.06 Design.

The fabricator may choose to supply the bridge as detailed in the DRAWINGS and no design calculation submittal is required.

If an alternate design is proposed, design the prefabricated steel bridge girders according to AASHTO LRFD Bridge Design Specifications (AASHTO LRFD), 7th edition with current interims. A Professional Engineer registered in the state of Idaho and experienced and trained in LRFD steel design must sign and seal the design calculations and shop drawings.

Calculate loads and deflections for appropriate STRENGTH and SERVICE limit states according to Section 3 of the AASHTO LRFD Specification and the following:

a) Distribute loads according to Section 4 of the AASHTO LRFD Specifications.

b) Camber the girders according to Section 6 of the AASHTO LRFD Bridge Design Specifications for all appropriate limit states. Make girder camber 1.5 times calculated dead load deflection.

c) Limit the live load deflection to L/800. Use a dynamic load allowance of 15% in calculating live load deflections.

Provide design calculations for any bridge elements designated to be designed by the fabricator with the bridge shop drawings. Design all bridge elements according to AASHTO LRFD Bridge Design Specifications (AASHTO LRFD), 7th edition with current interims. A Professional Engineer registered in the state of Idaho must sign and seal the design calculations and shop drawings.

571.07 Design & Shop Drawing Submittal.

Within 21 days of the contract award, submit four (4) copies of the complete design and shop drawings for the Contracting Officer to review. Include plan, elevation and section views of the bridge superstructure, dimensions of all components, list of materials and specifications, weight summary, welding and connection details, and general and specific notes regarding design and construction. Allow 14 days for review time. The design and shop drawings must be approved and any corrections made prior to beginning fabrication. Shop drawings for the steel superstructure are required to be produced by the same entity as the concrete substructure elements to ensure proper fit up of superstructure to substructure. [RSN 571a]

If an alternate design is used, calculate the bridge load rating in accordance with AASTHO Manual for Bridge Evaluation, 2nd edition, 2011 with current interims. Rating factors must be greater than one at the inventory level for the HL-93 loading. Submit bridge rating calculations as part of the design submittal.

Fabrication Requirements

571.08 Fabrication.

Fabricate all steel components in a plant that is certified for “Simple Bridge” under the American Institute of Steel Construction (AISC) Quality Certification Program. [RSN 555a]

Welding and fabrication must conform to the requirements of the Bridge Welding Code AASHTO/AWS D1.5. Use forms in Annex III for submittals, as applicable.

Submit a Quality Control Plan furnished by the bridge manufacturer. Include requirements for personnel qualifications and certifications, and a written practice in accordance with ASNT SNT-TC-1A. [RSN 571b]

All Procedure Qualification Records and Welder Qualification Test Records must be current within three years of the date of beginning fabrication.

Include a permanent name plate attached to an exterior beam clearly showing the name and address of the manufacturer along with the date of fabrication.

Construction Requirements

571.09. General. Perform excavation, backfill, and embankment work under Section 208. Dispose of all debris resulting from operations in accordance with Section 203.

571.10 Performance. Provide 2 weeks’ notice to the CO prior to delivery and/or installation. If the prefabricated superstructure is not installed immediately upon delivery to the project site, provide appropriate equipment and labor to unload and stack, support, and store all material at the delivery point.

Support and stack all components to prevent damage. Furnish and install blocking such that all components are supported at least 12 inches above the ground.

Furnish all tools, devices, special equipment, and material needed for installation in well-marked watertight containers suitable for long-term, outdoor storage.

571.11 Contractor-Furnished Prefabricated Bridge Superstructure. As applicable, furnish the CO with the following items for approval prior to delivery of the bridge component: [RSN 571c]

(a) Certification of structural steel, fasteners, and hardware.

(b) Certification of galvanizing process used.

(c) Steel fabricator certification that steel fabrication and quality control meet the requirements of the

AISC Code of Standard Practice; and that all welding meets the requirements of ANSI/AASHTO/AWS D1.5 Bridge Welding Code.

(d) A complete list of all bridge components, hardware, and fasteners.

(e) Erection drawings and plan in accordance with 555.03(b). Provide drawings that are black line, on a reproducible media.

As appropriate to the type of modular bridge, mark each major component of the bridge superstructure with the same serial number. Ensure that the marking is permanent and clearly visible on each component, both when stacked in storage and when erected on a bridge site.

General

571.12 Acceptance. Constructing and erecting the superstructure will be evaluated under Subsections

106.02 and 106.04. Material will be evaluated under Section 106.03.

DIVISION 600

INCIDENTAL CONSTRUCTION

Section 635. — TEMPORARY TRAFFIC CONTROL

Description

635.01 Delete the first sentence of this subsection and substitute the following:

This work consists of furnishing, maintaining, relocating, and removing temporary traffic control devices and services in accordance with the approved traffic control plan for the control and protection of public traffic through the project.

Construction Requirements

635.03 Qualifications. Add the following:

Temporary traffic control to be provided by a third party subcontractor specializing in traffic control with a minimum of three years’ experience.

DIVISION 700

MATERIAL

Section 709. — REINFORCING STEEL AND WIRE ROPE

709.01 Reinforcing Steel. Amend as follows:

(b) Reinforcing bars. Delete the text of this paragraph and substitute the following:

Furnish deformed, grade 60 bars conforming to AASHTO M 31.

(d) Tie bars. Delete the text of this paragraph and substitute the following:

Furnish deformed, grade 60 bars conforming to AASHTO M 31.

(e) Hook bolts. Delete the text of this paragraph and substitute the following:

Furnish plain, grade 60 bars conforming to AASHTO M 31 with M14 rolled threads or M16 cut threads.

Furnish a threaded sleeve nut capable of sustaining a minimum axial load of 15,000 pounds.

Section 725. — MISCELLANEOUS MATERIAL

725.13 Grout. Replace paragraph (b) with the following:

(b) Nonshrink grout.

Furnish grout that is packaged and ready for use with the addition of water at the construction site.

Ensure that each bag is stamped to show the last date on which it may be used. Use grout that consists of a hydraulic cementitious system, graded and processed natural fine aggregate, and additional technical components such that the product meets the following conditions:

(a) Free of inorganic accelerators, including chlorides.

(b) Free of oxidizing catalysts.

(c) Free of gas-producing agents.

(d) When mixed to 130 percent flow on flow table (ASTM C 230 at 10 drops), it does not reduce in linear dimension when tested in accordance with ASTM C157. Take measurements at 72 hours and 7 days.

(e) Produces no bleeding for the first 2 hours after mixing when mixed to 130 percent flow on flow table (ASTM C 230 at 10 drops), as tested in accordance with ASTM C232.

(f) Has a minimum strength as follows when tested in accordance with ASTM C 109:

(1) After 72 hours, 25 MPa (3500 psi).

(2) At 7 days, 40 MPa (6000 psi).

(3) After 28 days, 50 MPa (7200 psi).

Provide performance characteristics at 115 to 120 percent flow on flow table (ASTM C 230 at 10 drops).

(g) It must be designed, as stated by the manufacturer, to be mixed, placed, and cured at atmospheric temperatures of 5O C to 30O C (40O F to 85O F). Submit products proposed for use for approval by the CO and accompany them with manufacturer’s submittals substantiating all requirements in this subsection, including graphs or charts showing the time, temperature, and humidity requirements for curing to achieve the specified grout strengths; and recommendations for storage, mixing, application, and curing procedures. [RSN 552f]

As specified as grout on the contract plans, the following products meet the above requirements.

1. MASTERFLOW 928 GROUT, manufactured by Chemrex.

2. CRYSTEX GROUT, manufactured by L&M Construction Chemicals, Inc.

3. CEMENT ALL, manufactured by CTS Cement Manufacturing Co.

4. SURE-GRIP HIGH PERFORMANCE GROUT manufactured by Dayton Superior.