W911XK20R0011- 0003.pdf

W56MES90655862

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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.

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The purpose of this amendment is to:

a. Provide the remaining Questions and Answ ers

b. Add Addendums to Specifications Sections 10 72 00 and 22 15 14.00 40

c. Add Addendums to Plan Sheets C105 and C209

d. Add Submittal Register

All other terms and conditions remain UNCHANGED.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 3

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

16C. DATE SIGNED

BY 27-Jul-2020

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W911XK20R0011

X 9B. DATED (SEE ITEM 11)

19-Jun-2020

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

Offer 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 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

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 you 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.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

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

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

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)

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

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

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

27-Jul-2020

CODE

U.S.ARMY ENGINEER DISTRICT, DETROIT

477 MICHIGAN AVENUE, 7TH FLOOR

DETROIT MI 48226-4523

W911XK 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W911XK20R0011

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE (SF 30)

The following have been added by full text:

QUESTIONS & ANSWERS AMD 0003

Solicitation No. W911XK20R0011 Amendment 0003

Remaining Questions and Answers:

1. Question: Obermeyer gate indicates a compressor air header. There is no compressed air piping or compressor schedule, please clarify

Government Response: Obermeyer will be providing all the major block components via Government Furnished Materials, however the contractor will be responsible for connecting those items. Buried service compressor piping shall be sch10 welded stainless steel, see amended specification Section 22 15

14.00 40 for pipe and fittings. See amended sheet C105 for approximate route, sizes and length. The obermeyer control panel will be provided by the owner, along with the compressor package and associated valves. Shop drawings of provided equipment and layouts will be available upon contract award.

2. Question: Can you please provide Storm Sewer Profiles that is not shown on page (C -209). For all the proposed storm sewer on this project.

Government Response: See amended sheet C209 for a pipe table for the remaining pipes not shown in profile, for size and length for the purposes of bidding.

3. Question: We have concerns with this river crossing being so short the 278’ of 16” SDR9. With this profile going from an elevation of 590 down to an elevation of 560 and back to an elevation of 591 in such a short distance creates a problem. The bend radius needed on our drill stem would be a 337’ radius. The minimum allowable bend radius for drill stem needed for this size of bore is a 600 ft radius. This is with ideal ground conditions. We are wondering if it is at all possible to lengthen this bore out to at least 375 ft and dig an entry ramp to move the machine farther into the ground to allow for a larger radius?

Government Response: Some accommodations in depth of bury and bore pit dimensions can be accommodated for individual pieces of equipment, however the overall length and alignment of the watermain is not subject to significant changes due to other size and real estate limitations.

If a contractor needs to acquire additional real estate to accommodate different means and methods to install the waterline than the contractor can obtain that real estate in accordance with spec section 01 10 10 at no cost to the government.

4. Question: Pioneer Bridges has submitted company information to be consider for pre-approval as a bidder for the pedestrian bridge.

Government Response: Pioneer Bridges has been pre-approved as a manufacturer for the pedestrian bridge. All other performance and aesthetic requirements for this structure will remain in place. See amended Specification 10 72 00

W911XK20R0011

5. Question: Art Thureson, Inc. has submitted company information to be considered for pre-approval as a bidder for the pedestrian bridge.

Government Response: Art Thureson, Inc. has been pre-approved as a manufacturer for the pedestrian bridge. All other performance and aesthetic requirements for this structure will remain in place. See amended Specification 10 72 00

SECTION 00 10 00 - SOLICITATION

The Issued By organization has changed from

U. S. ARMY ENGINEER DISTRICT, LOUISVILLE

600 MARTIN LUTHER KING JR PLACE

LOUISVILLE KY

to

U.S.ARMY ENGINEER DISTRICT, DETROIT

477 MICHIGAN AVENUE, 7TH FLOOR

DETROIT MI 48226-4523

(End of Summary of Changes)

FishPass Specifications FISHPASS

SECTION TABLE OF CONTENTS

DIVISION 10 - SPECIALTIES

SECTION 10 72 00

PEDESTRIAN BRIDGE

01/19

PART 1 GENERAL

1.1 SCOPE

1.2 REFERENCES

1.3 QUALIFIED SUPPLIERS

1.3.1 Pre-approved Manufacturers

1.4 SUBMITTALS

1.4.1 Submittal Drawings

1.4.2 Structural Design Calculations

1.4.3 Welder Qualification

1.4.4 Welding Procedures

1.5 DELIVERY AND ERECTION

1.5.1 Delivery

1.5.2 Installation

1.5.3 Splicing

1.5.4 Maintenance

1.6 PAYMENT

1.7 WARRANTY

PART 2 PRODUCTS

2.1 GENERAL FEATURES OF DESIGN

2.1.1 Span

2.1.2 Width

2.1.3 Bridge System Type

2.1.4 Member Components

2.1.5 Attachments

2.1.5.1 Decorative Safety Panels

2.1.5.2 Toe Rail

2.1.5.3 Rub Rails

2.1.6 Camber

2.1.7 Elevation Difference

2.2 FABRICATION

2.2.1 General Requirements

2.2.1.1 Drain Holes

2.2.1.2 Welds

2.2.2 Quality Certification

2.2.3 Weld Testing

2.2.4 Finishing

2.2.4.1 Blast Cleaning

2.3 MATERIALS

2.3.1 Steel

2.3.1.1 Unpainted Weathering Steel

2.3.2 Decking

2.3.2.1 Bridge Deck

2.3.2.2 Wood Decking Attachment

SECTION 10 72 00 Page 1

PART 3 ENGINEERING

3.1 DESIGN LOADS

3.1.1 Dead Load

3.1.2 Uniform Live Load

3.1.2.1 Pedestrian Live Load

3.1.3 Concentrated Loads

3.1.4 Wind Load

3.1.4.1 Horizontal Forces

3.1.4.2 Overturning Forces

3.1.5 Top Chord/Railing Loads

3.1.6 Load Combinations

3.1.7 Design Limitations

3.1.7.1 Vertical Deflection

3.1.7.2 Horizontal Deflection

3.1.7.3 Vibration

3.1.7.4 Minimum Thickness of Metal

3.1.8 Governing Design Codes / References

3.1.8.1 Structural Steel

3.1.8.2 Welded Tubular Connections

3.1.8.3 Wood

3.1.8.4 Top Chord Stability

3.2 WELDING

3.2.1 Welding

3.2.2 Welders

3.3 BEARINGS

3.3.1 Bearing Devices

3.3.2 Elastomeric Bearings

3.4 COVER PLATES

3.5 FOUNDATIONS

3.6 APPROVAL CHECKLIST

3.6.1 Submittal Drawings

3.6.2 Structural Design Calculations

3.6.3 Fabrication Submittals

-- End of Section Table of Contents --

SECTION 10 72 00 Page 2

SECTION 10 72 00

PEDESTRIAN BRIDGE

01/19

PART 1 GENERAL

1.1 SCOPE

These specifications are for a fully engineered clear span bridge(s) of steel construction and shall be regarded as minimum standards for design and construction. These specifications are based on products designed and manufactured by CONTECH Engineered Solutions, LLC AASHTO Express series.

1.2 REFERENCES

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO LRFD Load and Resistance Factor Design (LRFD):

AASHTO LRFD Bridge Design Specifications

AASHTO Pedestrian AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges

AMERICAN WELDING SOCIETY (AWS)

AWS D1.5/D1.5M Bridge Welding Code

1.3 QUALIFIED SUPPLIERS

Each bidder is required to identify their intended bridge supplier as part of the bid submittal. Qualified suppliers must have at least 10 years of experience fabricating these type structures and 50 similar structures installed in the State of Michigan. Suppliers must provide listing of project location, engineer and owner references. Qualified suppliers must also have the following American Institute of Steel Construction (AISC) Bridge Quality Management System certification:

Certified Bridge Fabricator-Intermediate (Major) (IBR)

1.3.1 Pre-approved Manufacturers

CONTECH Engineered Solutions, LLC 8301 State Highway 29 North 4021 Gault Avenue South Alexandria, Minnesota 56308 Fort Payne, Alabama 35967 1-800-328-2047 1-800-749-7515

Local Contact:

Ryan Loeprich State Bridge Consultant 616-403-5525

Excel Bridge Manufacturing 12001 Shoemaker Avenue Santa Fe Springs, CA 90670

SECTION 10 72 00 Page 3

800-548-0054

Big R Bridge 19060 County Road 66 Greeley, CO 80631 800-234-0734

Suppliers other than those listed above may be used provided the Contracting Officer's Representative (COR) or owner's agent evaluates the proposed supplier and approves the supplier 5 days prior to bid. No extension of time or additional compensation will be granted due to obtaining the proper certifications and/or endorsements required for this project.

The contractor must provide the following documentation, for any proposed supplier who is not pre-approved, at least 10 days prior to bid:

1. Product Literature

2. All documentation to insure the proposed substitution will be in compliance with these specifications. This shall include:

- Designer & Checker License and information

- Representative design calculations

- Representative drawings

- Splicing and erection procedures

- Warranty information

- Inspection and Maintenance procedures

- AISC Shop Certification

- AWS Certified Fabricator Certification

- MDOT Welder Qualifications

- Evidence of 2 Certified Weld Inspectors (CWI's) on staff

3. The COR will evaluate and verify the accuracy of the submittal prior to bid. If the COR determines that the qualifying criteria have not been met, the contractor's proposed supplier shall be rejected. The COR's ruling shall be final.

4. The Manufacturer's representative is to be in attendance at the project pre-bid and/or pre-construction meeting.

SECTION 10 72 00 Page 4

Pioneer Bridge Company 119 40th Street NE Fort Payne, AL 35967 866-708-5778

Art Thureson, Inc.

4000 West Walton Waterford, MI 48329 248-623-8599 janeen.stalder Polygon janeen.stalder Polygonal Line janeen.stalder Text Box

1.4 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for review by project Contracting Officer's Representative (COR). Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Shop Drawings; G, DOR

Fabrication and Installation Drawings; G, DOR

SD-05 Design Data

SECTION 10 72 00 Page 5

Structural Design Calculations ; G, AO

SD-07 Certificates

Welding Procedures ; G, AO

Welder Qualification ; G, AO

Material Certifications G, AO For the following:

* Structural Steel

* Decking (If Applicable)

* Structural Bolts (If Applicable)

SD-08 Manufacturer's Instructions

Installation Instructions G, AO

Maintenance and Inspection Instructions ; G, AO

Splicing Instructions G, AO

1.4.1 Submittal Drawings

Shop Drawings and Fabrication and Installation Drawings . Schematic drawings and diagrams shall be submitted to the customer for their review after receipt of order. Submittal drawings shall be unique drawings, prepared to illustrate the specific portion of the work to be done. All relative design information such as member sizes, bridge reactions, fracture critical members, and general notes shall be clearly specified on the drawings. Drawings shall have cross referenced details and sheet numbers. All drawings shall be signed and sealed by a Professional Engineer who is licensed in accordance with Section 3.0.

1.4.2 Structural Design Calculations

Structural calculations for the bridge superstructure shall be submitted by the bridge manufacturer and reviewed by the approving engineer. All calculations shall be signed and sealed by a Professional Engineer who is licensed in accordance with Section 3.0. The calculations shall include all design information necessary to determine the structural adequacy of the bridge. The calculations shall include the following:

* All AASHTO LRFD checks for axial, bending and shear forces in the critical member of each truss member type (i.e. top chord, bottom chord, floor beam, vertical, etc.).

* Checks for the critical connection failure modes for each truss member type (i.e. vertical, diagonal, floor beam, etc.). Special attention shall be given to all welded tube on tube connections.

* All bolted splice connections.

* Main truss deflection checks.

* U-Frame stiffness checks (used to determine K factors for out-of-plane buckling of the top chord).

SECTION 10 72 00 Page 6

* Identification of fracture critical members.

* Deck design.

NOTE: The analysis and design of triangulated truss bridges shall account for moments induced in members due to joint fixity where applicable.

Moments due to both truss deflection and joint eccentricity must be considered.

1.4.3 Welder Qualification

Welder certifications in compliance with AWS D1.5/D1.5M Bridge Welding.

1.4.4 Welding Procedures

Welding procedures in compliance with AWS D1.5/D1.5M Bridge Welding

1.5 DELIVERY AND ERECTION

1.5.1 Delivery

Delivery is made to a location nearest the site which is easily accessible to normal over-the-road tractor/trailer equipment. All trucks delivering bridge materials will need to be unloaded at the time of arrival.

1.5.2 Installation

The manufacturer will provide detailed, written instruction in the proper lifting procedures and splicing procedures (if required). The method and sequence of erection shall be the responsibility of others.

1.5.3 Splicing

Chord splices shall have loose splice plates that are inserted into the tubular chord members. The splice plates shall have a splice nut retention device consisting of a capture plate(s) with hexagonal holes held in place by either an angle on each side of the capture plate(s) or C channel(s). Tack welding of splice nuts to splice plates is not acceptable unless an approved Weld Procedure Specification (WPS) can be provided. The sections are then bolted together by bolting through the wall of the tube, nut capture assembly and nut

1.5.4 Maintenance

The bridge manufacturer shall provide written inspection and maintenance procedures to be followed by the bridge owner.

1.6 PAYMENT

A partial payment or "deposit" for the prefabricated bridge shall be made upon order and storage as required by the terms of the manufacturer.

1.7 WARRANTY

The bridge manufacturer shall warrant their steel structure(s) are free of design, material and workmanship defects for a period of ten years from the date of delivery.

SECTION 10 72 00 Page 7

This warranty shall not cover defects in the bridge caused by abuse, misuse, overloading, accident, improper installation, maintenance, alteration or any other cause not the result of defective materials or workmanship. This warranty does not cover damage resulting from or relating to the use of any kind of de-icing material. This warranty shall be void unless owner's records can be supplied which shall indicate compliance with the minimum guidelines specified in the inspection and maintenance procedures.

Repair, replacement or adjustment, at the sole discretion of the bridge manufacturer, shall be the exclusive remedy for defects under this warranty. The bridge manufacturer shall not be liable for any consequential or incidental damages for breach of any express or implied warranty on their structure.

Any claim under this warranty shall be made promptly and directly to CONTECH Engineered Solutions, LLC who shall have the option, at its sole discretion, to repair, replace or adjust any covered defect without charge to the original purchaser.

SELLER MAKES NO OTHER WARRANTY WHATSOEVER, EXPRESS OR IMPLIED. ALL

IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF

FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY SELLER AND EXCLUDED

FROM THIS

CONTRACT.

REV: 2/1/16

PART 2 PRODUCTS

2.1 GENERAL FEATURES OF DESIGN

2.1.1 Span

Bridge span shall be two sections of 153'0" and 60' 6" (straight line dimension) and shall be as measured from each end of the bridge structure (out to out dimension).

2.1.2 Width

Bridge width shall be 10' clear and shall be as measured from the inside face of the elements comprising the safety system or truss structural members (chords and verticals).

2.1.3 Bridge System Type

Bridge(s) shall be designed as aHalf-Thru Pratt truss (or equal), that has one diagonal per truss panel and plumb end vertical members. Interior vertical members shall be perpendicular to the chord faces. There shall be 8 panels at the 60'-6" span, and 20 panels at the 153'-0" span.

* Bridge(s) shall be designed utilizing an H-Section configuration where the floor beams are placed up inside the trusses and attached to the truss verticals.

* The bridge manufacturer shall determine the distance from the top of the deck to the top and bottom truss members based upon structural and/or shipping requirements.

* The top of the top chord shall not be less than 48 inches above the

SECTION 10 72 00 Page 8 deck (measured from the high point of the riding surface) on bike path structures.

2.1.4 Member Components

All members of the vertical trusses (top and bottom chords, verticals, and diagonals) shall be fabricated from square and/or rectangular structural steel tubing. Other structural members and bracing shall be fabricated from structural steel shapes or square and rectangular structural steel tubing.

Unless the floor and fastenings are specifically designed to provide adequate lateral support to the top flange of open shape stringers (w-shapes or channels), a minimum of one stiffener shall be provided in each stringer at every floor beam location.

2.1.5 Attachments

2.1.5.1 Decorative Safety Panels

A conceptual design for decorative safety panels is included on S102. The contractor shall provide a bid item to construct safety panels consistent with the size, shape and materials indicated. As a decorative item, some variation in this supply is anticipated and will be reviewed during the shop drawing phase however; bids should reflect a complete installation, including mounting provisions. A mounting arrangement has been described/detailed, but variations are acceptable provided it meets the required loading guidelines below.

Safety Panels shall be constructed so as to prevent so as to prevent a 4" sphere from passing through the truss up to 3'-6" and an 8" sphere from 3'-6" to 4'-6" above deck surface. Safety rails shall be placed on the inside of the structure. Safety rails placed on the inside of the truss, flush with interior verticals and shall have their ends sealed and ground smooth so as to produce no sharp edges.

The safety rail system shall be designed for an infill loading of 200 pounds, applied horizontally at right angles, to a one square foot area at any point in the system.

2.1.5.2 Toe Rail

The bridge shall be supplied with a steel channel toe rail with radiused edges mounted to the inside face of both trusses. The toe rail shall be a minimum of 4 inches high. Toe rail shall be welded to the truss members at a height adequate to provide a 2" gap between the bottom of the rail and the top of the deck.

2.1.5.3 Rub Rails

The bridge shall be supplied with a steel channel rub rail with radiused edges. The steel channel shall be a minimum of 4" high. Ends of each piece shall have their ends sealed and ground smooth so as to produce no sharp edges.

Rub rails shall be welded flush to the inside face of the bridge truss verticals at each support location.

The top of the rub rail shall be 3'-6" above the top of the deck (measured

SECTION 10 72 00 Page 9 at the outside edge of the deck).

2.1.6 Camber

The bridge shall have a vertical camber dimension at mid-span equal to 100% of the full dead load deflection plus 1% of the full length of the bridge.

2.1.7 Elevation Difference

The bridge abutments shall be constructed at the same elevation on both ends of the bridge.

2.2 FABRICATION

2.2.1 General Requirements

2.2.1.1 Drain Holes

When the collection of water inside a structural tube is a possibility, either during construction or during service, the tube shall be provided with a drain hole at its lowest point to let water out.

2.2.1.2 Welds

Special attention shall be given to developing sufficient weld throats on tubular members. Fillet weld details shall be in accordance with AWS D1.1, Section 3.9.2. Unless determined otherwise by testing, the loss factor "Z" for heel welds shall be in accordance with AWS Table 2.9.

Fillet welds which run onto the radius of a tube shall be built up to obtain the full throat thickness. The maximum root openings of fillet welds shall not exceed 3/16" in conformance with AWS D1.1, Section 5.22.

Weld size or effective throat dimensions shall be increased in accordance with this same section when applicable (i.e. fit-up gaps> 1/16").

2.2.2 Quality Certification

Bridge(s) shall be fabricated by a fabricator who is currently certified by the American Institute of Steel Construction to have the personnel, organization, experience, capability, and commitment to produce fabricated structural steel for the category Intermediate "Major Steel Bridges" as set forth in the AISC Certification Program with Fracture Critical Endorsement. Bridge fabricator shall also be currently certified by the American Welding Society (AWS) as an AWS Certified Fabricator. Quality control shall be in accordance with procedures outlined for AISC certification.

2.2.3 Weld Testing

All weld testing shall be done by a person qualified in accordance with ASNT SNT-TC-1A. All full penetration welds in the chords are to be ultrasonically tested in accordance with AWS specifications. All fillet and partial penetration groove welds shall be 100 percent visually inspected with 10 percent also being magnetic particle tested in accordance with AWS specifications. A written testing report shall be submitted upon completion.

SECTION 10 72 00 Page 10

2.2.4 Finishing

2.2.4.1 Blast Cleaning

Bare applications of enhanced corrosion resistant steels.

All Blast Cleaning shall be done in a dedicated OSHA approved indoor facility. Blast operations shall use Best Management Practices and exercise environmentally friendly blast media recovery systems.

To aid in providing a uniformly "weathered" appearance, all exposed surfaces of steel shall be blast cleaned in accordance with Steel Structures Painting Council Surface Preparation Specifications No. 7 Brush-Off Blast Cleaning, SSPC SP7 latest edition.

Exposed surfaces of steel shall be defined as those surfaces seen from the deck and from outside of the structure. Stringers, floor beams, lower brace diagonals and the inside face of the truss below deck and bottom face of the bottom chord need not be blasted.

2.3 MATERIALS

2.3.1 Steel

2.3.1.1 Unpainted Weathering Steel

Bridges shall be fabricated from high strength, low alloy, atmospheric corrosion resistant ASTM A847 cold formed welded square and rectangular tubing and/or ASTM A588, or ASTM A242, ASTM A606 plate and structural steel shapes (Fy = 50,000 psi). The minimum corrosion index of atmospheric corrosion resistant steel, as determined in accordance with ASTM G101, shall be 6.0.

2.3.2 Decking

2.3.2.1 Bridge Deck

Design the bridge deck in accordance with AASHTO LRFD using the material type specified on the plans.

2.3.2.2 Wood Decking Attachment

* At time of installation, planks are to be placed tight together with no gaps.

* Every plank must be attached with at least one fastener at each end.

* All fasteners to be zinc plated. Self-tapping screws or hex-head bolts, with a steel plank hold down, are to be used at the ends of planks. Self-tapping screws or carriage bolts are to be used as interior connection fasteners when required. Power actuated fasteners will not be allowed.

* Planks are to be drilled prior to installation of bolts and/or screws.

* In addition to at least one fastener at each end of every plank (typical for all installations), planks for bridges shall be attached with a minimum of two fasteners at a location approximately near the center of the bridge width. Bridges wider than 143" are to have two fasteners

SECTION 10 72 00 Page 11 located at a minimum of two interior stringer locations, approximately at the third points of the bridge width.

NOTE: Attachments at the ends of the planks may be modified as required when obstructions, such as interior safety system elements, prevent installation of the specified hold down system.

PART 3 ENGINEERING

Structural design of the bridge structure(s) shall be performed by or under the direct supervision of a licensed professional engineer and done in accordance with recognized engineering practices and principles. The Licensed Professional Engineer is to hold a current P.E. or S.E. license (where required) in the state where the bridge will be erected.

Checker. A Professional Engineer licensed in the State of Michigan who is employed by the same company as the Designer and is responsible for verifying and checking the design and working drawings developed by or under supervision of the Designer. Checker shall be directly employed by the manufacturer and shall be located at the plant of manufacturer for review/assessment of production.

Designer. The individual who is a Professional Engineer licensed in the State of Michigan, is employed by a company that is a subcontractor to the Contractor and is responsible for the design and working drawings required herein. Designer shall be directly employed by the manufacturer and shall be located at the plant of manufacturer for review/assessment of production.

3.1 DESIGN LOADS

In considering design and fabrication issues, this structure shall be assumed to be statically loaded. No dynamic analysis shall be required nor shall fabrication issues typically considered for dynamically loaded structures be considered for this bridge. The Fracture Critical requirements have been waived, including article 8.2.3 of the AASHTO Pedestrian .

3.1.1 Dead Load

The bridge structure design shall consider its own dead load (superstructure and original decking), as well as the additional loads listed below.

3.1.2 Uniform Live Load

3.1.2.1 Pedestrian Live Load

Main Members: Main supporting members shall be designed for a pedestrian live load of 90 pounds per square foot of bridge walkway area. The pedestrian live load shall be applied to those areas of the walkway so as to produce maximum factored load in the member being designed.

3.1.3 Concentrated Loads

The bridge superstructure, floor system and decking shall be designed for an H-5 vehicle load, with an 80% rear wheel distribution.

SECTION 10 72 00 Page 12

A vehicle impact allowance is not required.

3.1.4 Wind Load

3.1.4.1 Horizontal Forces

The bridge(s) shall be designed for a minimum wind load of 35 pounds per square foot on the full vertical projected area of the bridge as if enclosed. Wind load shall be considered in accordance with AASHTO Signs and Luminaires, but in no case will the wind load be taken as less than 35 pounds per square foot. The wind load shall be applied horizontally at right angles to the longitudinal axis of the structure.

The wind loading shall be considered both in the design of the lateral load bracing system and in the design of the truss vertical members, floor beams and their connections.

3.1.4.2 Overturning Forces

The effect of forces tending to overturn structures shall be calculated assuming that the wind direction is at right angles to the longitudinal axis of the structure. In addition, an upward force shall be applied at the windward quarter point of the transverse superstructure width. This force shall be 20 pounds per square foot of deck.

3.1.5 Top Chord/Railing Loads

The top chord, truss verticals, and floor beams shall be designed for lateral wind loads (per section 3.1.4.1) and for any loads required to provide top chord stability as outlined in Section 3.3.6; however, in no case shall the load be less than 50 pounds per lineal foot or a 200 pound point load, whichever produces greater stresses, applied in any direction at any point along the top chord or at the top of the safety system (42" or 54" above deck level), if higher than the top chord.

3.1.6 Load Combinations

The load combinations shall follow AASHTO LRFD .

It shall be the responsibility of the foundation engineer to determine any additional loads (i.e. earth pressure, stream force on abutments, wind loads other than those applied perpendicular to the long axis of the bridge, etc.) and load combinations required for design of the abutments.

3.1.7 Design Limitations

3.1.7.1 Vertical Deflection

The vertical deflection of the main trusses due to service pedestrian live load shall not exceed the limits specified in AASHTO Pedestrian .

The deflection of the floor system members (floor beams and stringers) due to service pedestrian live load shall not exceed the limits specified in AASHTO Pedestrian..

Deflection limits due to occasional vehicular traffic shall not be considered.

SECTION 10 72 00 Page 13

3.1.7.2 Horizontal Deflection

The horizontal deflection of the structure due to lateral wind loads shall not exceed the limits specified in AASHTO Pedestrian .

3.1.7.3 Vibration

Vibration of the structure shall not cause discomfort or concern to users. Except as specified herein, the fundamental frequency in a vertical mode without live load shall be greater than 3.0 hertz. In the lateral direction, the fundamental frequency of the bridge shall be greater than 1.3 hertz. If the bridge cannot satisfy these limitations in the vertical direction, the bridge may be proportioned to satisfy the following criteria:

f >= 2.86 ln(180/W) Where:

f = the fundamental frequency in the vertical direction (Hz) W = the weight of the supported structure, including only dead load (kips)

From bridge design and fabrication experience, bridges with spans between 90 and 110 feet with concrete decks have exhibited vibration problems. To address this issue, the previous equation is limited and a fundamental frequency of at least 2.6 hertz must be met in the vertical direction when the bridge has a span in the 90 to 110 feet range and a concrete deck.

3.1.7.4 Minimum Thickness of Metal

The minimum thickness of all structural steel members shall be 1/4" nominal and be in accordance with the AISC Manual of Steel Constructions' "Standard Mill Practice Guidelines". For ASTM A500 and ASTM A847 tubing, the section properties used for design shall be per the Steel Tube Institute of North America's Hollow Structural Sections "Dimensions and Section Properties".

3.1.8 Governing Design Codes / References

Structural members shall be designed in accordance with recognized engineering practices and principles as follows:

3.1.8.1 Structural Steel

Shall be in accordance with AASHTO Pedestrian .

3.1.8.2 Welded Tubular Connections

American Association of State Highway and Transportation Officials / American Welding Society (AASHTO/AWS) and the American Institute of Steel Construction (AISC).

All welded tubular connections shall be checked, when within applicable limits, for the limiting failure modes outlined in AASHTO or in accordance with the "Manual of Steel Construction: LRFD; (Load Resistance Factor Design)" as published by the American Institute of Steel Construction

(AISC).

SECTION 10 72 00 Page 14

3.1.8.3 Wood

American Institute of Timber Construction (AITC), the U.S. Forest Products Laboratory, and the American Forest & Paper Association (AF&PA).

Sawn lumber shall be designed in accordance with the ANSI/AF&PA NDS, "National Design Standard for Wood Construction", as published by the American Forest & Paper Association or the "Timber Construction Manual" as published by the American Institute of Timber Construction (AITC). Design properties for naturally durable hardwoods shall be in accordance with "Tropical Timbers of the World", as published by the U.S. Forest Products Laboratory.

3.1.8.4 Top Chord Stability

Structural Stability Research Council (SSRC), formerly Column Research Council.

The top chord shall be considered as a column with elastic lateral supports at the panel points. The critical buckling force of the column, so determined, shall exceed the maximum force from dead load and live load (uniform or vehicular) in any panel of the top chord by not less than 50 percent for parallel chord truss bridges or 100 percent for bowstring bridges. The design approach to prevent top chord buckling shall be as outlined by E.C. Holt's research work in conjunction with the Column Research Council on the stability of the top chord of a half through truss. See Appendix A for the calculation of the spring constant C and the determination of an appropriate K factor for out-of-plane buckling.

In addition, for the dead load plus vehicle load combination, the spring constant "C" furnished by the transverse "U-Frames" shall not be less than "C" required as defined by:

C required = 1.46 Pc / L where Pc is the maximum top chord compression due to dead load plus the vehicle load times the appropriate safety factor (1.5 for parallel chord truss bridges or 2.0 for bowstring bridges) and L is the length in inches of one truss panel or bay.

For uniformly loaded bridges, the vertical truss members, the floor beams and their connections (transverse frames) shall be proportioned to resist a lateral force of not less than 1/100k times the top chord compressive load, but not less than .004 times that top chord load, applied at the top chord panel points of each truss. The top chord load is determined by using the larger top chord axial force in the members on either side of the "U-frame" being analyzed. For end frames, the same concept applies except the transverse force is 1% of the axial load in the end post member.

For bridges with vehicle loads, the lateral force applied at the top chord elevation for design of the transverse frames shall not be less than 1% of the top chord compression due to dead load plus any vehicle loading.

The bending forces in the transverse frames, as determined above, act in conjunction with all forces produced by the actual bridge loads as determined by an appropriate analysis which assumes that the floor beams are "fixed" to the trusses at each end.

NOTE: The effects of three dimensional loading (including "U-frame"

SECTION 10 72 00 Page 15 requirements) shall be considered in the design of the structure. The "U-frame" forces shall be added to the forces derived from a three dimensional analysis of the bridge.

3.2 WELDING

3.2.1 Welding

Ensure shop welders, welding operators, welding equipment, and welding procedures are qualified in accordance with subsection 707.03.C.9 of the Standard Specifications for Construction. All welders and welding operators welding on fracture critical material must also be qualified in accordance with AWS D1.5/D1.5M subclause 12.8.2. Gas metal arc welding (GMAW) is not permitted for welding fracture critical members of for welding connections to fracture critical members. Welding and weld procedure qualification tests shall conform to the provisions of ANSI/AWS D1.5 "Bridge Welding Code", latest edition. Filler metal shall be in accordance with the applicable AWS Filler Metal Specification. For exposed, bare, unpainted applications of corrosion resistant steels (i.e.

ASTM A588 and A847), the filler metal shall be in accordance with

AWS D1.5/D1.5M .

3.2.2 Welders

Welders shall be properly certified, each of whom shall submit certification of satisfactorily passing AWS standard qualification tests for all positions with unlimited thickness of base metal, have a minimum of 6 months experience in welding tubular structures and have demonstrated the ability to make uniform sound welds of the type required.

The Department will not pay for welding and submittal of MDOT Welder Qualification test specimen costs or confirming welder test specimens requested by the COR. The Department will cut, machine, and test specimens without charge, except the Contractor is responsible for all costs associated with testing additional specimens if the first test specimens fail. All fracture critical welder qualification costs will be at the Contractor's expense.

3.3 BEARINGS

3.3.1 Bearing Devices

Bridge bearings shall consist of a steel setting or slide plate placed on the abutment or grout pad and a fabric reinforced elastomeric pad with Teflon on top of the setting plate. The bridge bearing plate which is welded to the bridge structure shall will have a stainless steel plate welded to bottom side acting as a slide surface and shall bear on bearing pad and setting plate. One end of the bridge will be fixed and will have fully tightened nuts on the anchor bolts. The expansion end will have finger tight only nuts to allow movement under thermal expansion or contraction. Both ends of bridge shall have slotted holes to facilitate installation tolerance.

3.3.2 Elastomeric Bearings

Bridge shall be supplied with a fabric reinforced elastomeric pad. The bridge bearings shall sit in a recessed pocket on the concrete abutment.

Minimum 28-day strength for the abutment concrete shall be a minimum 3,000 PSI. The bearing seat shall be a minimum of 16" wide. The step height

SECTION 10 72 00 Page 16

(from bottom of bearing to top-of-deck) shall be determined by the bridge manufacturer.

Bridges shall have stainless steel on teflon slide bearings placed between the bridge bearing plate and the fabric reinforced elastomeric pad. The top slide plate shall be large enough to cover the lower teflon slide surface at both temperature extremes.

3.4 COVER PLATES

Bridges in excess of 100 feet will be provided with two cover plates (one on each end of bridge). Cover plates shall be hot dipped galvanized and must extend past the gap between the foundation backwall and the end of the bridge.

3.5 FOUNDATIONS

Unless specified otherwise, the bridge manufacturer shall determine the number, diameter, minimum grade and finish of all anchor bolts. The anchor bolts shall be designed to resist all horizontal and uplift forces to be transferred by the superstructure to the supporting foundations.

Engineering design of the bridge supporting foundations (abutment, pier, bracket and/or footings), including design of anchor bolt embedment length, shall be the responsibility of the foundation engineer. The contractor shall provide all materials for (including anchor bolts) and construction of the bridge supporting foundations. The contractor shall install the anchor bolts in accordance with the manufacturer's anchor bolt spacing dimensions.

Information as to bridge support reactions and anchor bolt locations will be furnished by the bridge manufacturer after receipt of order and after the bridge design is complete.

3.6 APPROVAL CHECKLIST

The following checklist will be used in the evaluation of all submittals to assure compliance with the Special Specifications for Prefabricated Bridge. This checklist is considered the minimum acceptable requirements for compliance with these specifications. Any deviations from this checklist shall be considered grounds for rejection of the submittal. Any costs associated with delays caused by the rejection of the submittal, due to non-compliance with this checklist, shall be fully borne by the contractor and bridge supplier.

3.6.1 Submittal Drawings

Data Required to be Shown:

* Bridge Elevation

* Bridge Cross Section

* All Member Sizes

* Fracture Critical Members

* All Vertical Truss Members are Square or Rectangular Tubing

* Bridge Reactions

* General Notes Indicating:

* AASHTO LRFD Conformance

* Material Specifications to be Followed

* Design Live Load

SECTION 10 72 00 Page 17

* Design Vehicle Load (If Applicable)

* Design Wind Load

* Other Specifics Design Loads

* Welding Process

* Blast Cleaning

* Detailed Bolted Splices (If Applicable)

* Bolted Splice Location (If Applicable)

* Signature and Seal of Professional Engineer, licensed in Accordance with Section 3.0

* Decorative Safety Panel concepts and mounting details for review.

* LED lighting appurtenances

3.6.2 Structural Design Calculations

Data Required to be Shown:

* Data Input for 3-D Analysis of Bridge

* Joint Coordinates & Member Incidences

* Joint and Member Loads

* Member Properties

* Load Combinations

* AASHTO LRFD Checks for Each Member Type

* Critical Connection Failure Mode Checks for Each Member Type

* Chord Face Plastification Checks

* Punching Shear Checks

* Material Failure Checks (Truss Webs)

* Weld Failure Checks (Effective Length)

* Weld Failure Checks (Ultimate)

* Local Buckling of the Main Member Face Checks

* Main Member Yeilding Failure Checks

* Main Member Crippling Failure Checks

* Main Member Buckling Failure Checks

* Main Member Shear Failure Checks

* All Bolted Splice Checks (If Applicable)

* Main Truss Deflection Checks

* Decking Material Checks

* "U-Frame" Stiffness Checks (If Applicable)

* Interior and End Portal Design Checks (If Applicable)

* Determination of Top Chord K Factor Based on "U-Frame" Stiffness (Of Applicable)

* Consideration of Individual Member Moments Due to Truss Deflection, Joint Fixity and Joint Eccentricity

3.6.3 Fabrication Submittals

Data Required to be Shown:

** Written Installation Instructions ** Written Splicing Instructions ** Written Maintenance and Inspection Instructions ** Welder Certifications ** Welding Procedures

* Material Certifications

* Structural Steel

* Decking (If Applicable)

* Structural Bolts (If Applicable)

* Weld Testing Reports

** NOTE: These items are required to be submitted along with Submittal Drawings and Design Calculations. Those Fabrication Submittal Items not marked are to be submitted prior to shipment of the bridge.

SECTION 10 72 00 Page 18

-- End of Section --

SECTION 10 72 00 Page 19

Section 22 15 14.00 40 Page 1

SECTION 22 15 14.00 40

GENERAL SERVICE COMPRESSED-AIR SYSTEMS, LOW PRESSURE

11/17

PART 1 GENERAL

Section 23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS applies to work specified in this section.

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 360 (2016) Specification for Structural Steel

Buildings

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C104/A21.4 (2016) Cement-Mortar Lining for Ductile-Iron

Pipe and Fittings for Water

AWWA C504 (2015) Standard for Rubber-Seated Butterfly

Valves

AMERICAN WELDING SOCIETY (AWS)

AWS WHB-2.9 (2004) Welding Handbook; Volume 2, Welding

Processes, Part 1

AWS-03 (2011) Welding Handbook, Volumes 1 thru 4

ASME INTERNATIONAL (ASME)

ASME A112.18.1/CSA B125.1 (2012; R 2017) Plumbing Supply Fittings

ASME B16.9 (2012) Standard for Factory-Made Wrought

Steel Buttwelding Fittings

ASTM INTERNATIONAL (ASTM)

ASTM A182/A182M (2019a) Standard Specification for Forged or Rolled

Alloy and Stainless Steel Pipe Flanges, Forged Fitting, and Valves and Parts for

High-Temperature Service.

ASTM A312/A312M (2019) Standard Specification for Feamless, Welded and Heavily Cold Worked Austenitic Stainless Steel Pipes

ASTM A403/A403M (2020) Standard Specification for Wrought Austenitic

Stainless Steel Pipe Fittings.

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Section 22 15 14.00 40 Page 2

COMPRESSED AIR AND GAS INSTITUTE (CAGI)

CAGI B19.1 (2010) Safety Standard for Compressor Systems

MANUFACTURERS STANDARDIZATION SOCIETY OF THE VALVE AND FITTINGS

INDUSTRY (MSS)

MSS SP-58 (2009) Pipe Hangers and Supports - Materials, Design and Manufacture, Selection, Application, and Installation

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Installation Drawings; G

SD-03 Product Data

Underground Piping Materials; G

Aboveground Piping Materials; G

Supporting Elements; G

Miscellaneous Materials; G

SD-06 Test Reports

Piping System Test Report

SD-07 Certificates

Underground Piping Materials

Aboveground Piping Materials

Supporting Elements

Miscellaneous Materials

SD-10 Operation and Maintenance Data

Operation and Maintenance Manuals

1.3 QUALITY CONTROL

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Section 22 15 14.00 40 Page 3

1.3.1 Predictive Testing and Inspection Technology Requirements

This section contains systems or equipment components regulated by NASA's

Reliability Centered Building and Equipment Acceptance Program. This program requires the use of Predictive Testing and Inspection (PT&I) technologies in conformance with the RCBEA GUIDE to ensure that building equipment and systems have been installed properly and contain no identifiable defects that shorten the design life of a system or its components. Satisfactory completion of all acceptance requirements is required to obtain Government approval and acceptance of the work.

Perform PT&I tests and provide submittals as specified in Section 01 86

12.07 40 RELIABILITY CENTERED ACCEPTANCE FOR MECHANICAL SYSTEMS.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

Submit installation drawings for low-pressure compressed air systems in accordance with the paragraphs titled ABOVEGROUND PIPING MATERIALS and

UNDERGROUND PIPING MATERIALS.

Accompany drawings with curves indicating that an essentially flat reduced-pressure curve for the capacity demand of the system is met by the proposed valves.

In lieu of separate hangers, a shop drawing of trapeze hangers with solid or split-ring clamps may be submitted for approval.

2.1.1 Design Requirements

Provide equipment and performance data submitted for piping systems showing conformance with ASME Code.

Provide design analysis and calculations for low-pressure compressed air systems that have flow rates, air distribution, pressure, and insulation that meet the requirements of the standards cited in this section.

2.2 MATERIALS

2.2.1 Underground Piping Materials

2.2.1.1 Piping Types

For compressed Air Systems 200 psig and less.

2.2.1.2 Fittings

For underground service, utilize welded stainless steel 304L conforming to

ASTM A312/A312M for all sizes ½" or larger, Schedule 10.

Provide long-radius butt-weld stainless steel fittings conforming to ASTM A403/A403M and ASME B36.19 to match pipe wall thickness. Do not use pipe bending.

Section 22 15 14.00 40 Page 4

2.2.2 Aboveground Piping Materials

2.2.2.1 Piping Types

Compressed Air Systems 125 200 Psig And Less.

For above ground service, utilize welded stainless steel 304L conforming to

ASTM A312/A312M for all sizes ½" or larger, Schedule 10.

All air lines into and out of cabinets and panels must be brained stainless steel flex hose for a minimum of 12" from the Cabinet.

2.3 ACCESSORIES

2.3.1 Supporting Elements

Provide all necessary piping system components and miscellaneous required supporting elements. Ensure that supporting elements are suitable for stresses imposed by system pressures and temperatures, and natural and other external forces.

Ensure that the supporting elements are UL-listed and conform to requirements of ASME B31.3, and MSS SP-58, except as otherwise noted. Type devices specified herein are defined in MSS standards unless otherwise noted.

2.3.1.1 Building Structure Attachments

Use concrete and masonry anchor devices that conform to requirements of CID

A-A-1922, CID A-A-1923, CID A-A-1924, CID A-A-55614.

Use built-in masonry anchor devices, unless otherwise approved by the

Contracting Officer.

Ensure that beam clamps are center-loading Type 21 UL-listed, cataloged, and load-rated, and commercially manufactured.

2.3.1.2 Vertical Pipe Attachments

Use Type 8 vertical pipe attachments.

2.3.1.3 Hanger Rods and Fixtures

Use only circular cross-section rod hangers to connect building structure attachments to pipe support devices. Pipe, straps, or bars of equivalent strength may be used for hangers only where approved by the Contracting

Officer.

Provide turnbuckles, swing eyes, and clevises as required by support system to accommodate pipe accessibility and adjustment for load and pitch.

2.3.1.4 Supplementary Steel

Where it is necessary to frame structural members between existing members or where structural members are used in lieu of commercially rated supports, design and fabricate such supplementary steel in accordance with AISC 360.

Section 22 15 14.00 40 Page 5

PART 3…