franklin greenway trail amphitheater

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Addendum #3

Franklin Greenway Trail Amphitheater

2

Franklin Greenway Trail Amphitheater

ADDENDUM 1

1.1 PROJECT INFORMATION

Project Name: Franklin Greenway Trail Amphitheater

Owner: The City of Franklin

Landscape Architect: Shrewsberry Associates, LLC .

Landscape Architect Project Number: 19-0107

Date of Addendum: June 4, 2020

1.2 NOTICE TO BIDDERS

This Addendum is issued to all registered plan holders pursuant to the Instructions to Bidders and Conditions of the Contract. This Addendum serves to clarify, revise, and supersede information in the Project Manual, Drawings, and previously issued Addenda. Portions of the Addendum affecting the Contract Documents will be incorporated into the Contract by enumeration of the Addendum in the Owner/Contractor Agreement.

The Bidder shall acknowledge receipt of this Addendum on the Bid Form.

The date for receipt of bids is unchanged by this Addendum, at same time and location.

1.3 ATTACHMENTS

This Addendum includes the following attached Documents and Specification Sections:

A. Substitution Requests for Benches, Catenary Lighting, Strip Lighting and GluLam Timbers

B. Revised Section 05 50 05 – Pedestrian Bridge specification is included herein and replaces the

original specification in its entirety.

This Addendum includes the following drawing Sheets:

C. No sheets are issued as a part of this Addendum.

1.4 REVISIONS TO DIVISION 00 PROCUREMENT REQUIREMENTS AND CONTRACTING REQUIREMENTS

A. No changes to these specification sections.

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1.5 REVISIONS TO DIVISION 01 GENERAL REQUIREMENTS

A. No changes to these specification sections.

1.6 REVISIONS TO DIVISIONS 02 - 49 SPECIFICATION SECTIONS

A. Section 05 50 05 – Pedestrian Bridge (Reissued)

a. Changes indicated by overstrikes and bold lettering.

1.7 REVISIONS TO DRAWING SHEETS

A. No changes to Drawing Sheets

1.8 Submitted contractor Questions

Question: The grading plan is split into multiple sheets so it’s difficult to perform earthwork takeoffs from the PDFs. Can you provide an AutoCAD file with the contours for earthwork takeoffs?

Answer: No, the AutoCAD file will not be provided at this time. For reference, the Drainage Plan (sheet C400) includes both existing and proposed contours on one PDF sheet.

Question: The plans call out for 3-inch minimum treated bridge decking. The written specification calls out for treated Douglas Fir decking. Under 1.8 on page 3 of the decking specification it calls out naturally durable timber decking shall carry a 10-year warranty against rot, insect damage, or fungal decay. Treated timber wood decking does not have a warranty. Natural durable timber decking (IPE wood decking) does have a 10-year warranty. Do they want the IPE wood decking which has a warranty, or do they want the treated Douglas Fir with no warranty?

Answer: The bridge decking shall be either standard timber decking consisting of treated Douglas Fir in accordance with Part 2.5(B) of the revised pedestrian bridge specification or hardwood (durable) timber decking consisting of naturally durable hardwood Ipe (Tabebuia Spp Lapacho Group) in accordance with Part 2.5(C) of the revised pedestrian bridge specification. If hardwood (durable) timber decking is specified or provided, it shall carry a 10-year warranty against rot, insect damage or fungal decay.

Question: The section view of the bridge shows five rows of horizontal wood rub rail but does say to see written specification. The written specification calls out for a steel toe plate with pressure treated timber horizontal safety rails with vertical intermediate rails. Please clarify what is needed for the safety rail system. Typically, you have horizontal safety rail system or vertical picket safety rail system but not both.

Answer: Part 2.2(C)(2) of the pedestrian bridge specification has been revised to indicate that the safety rail system shall be configured as detailed in the plans and the reference to vertical intermediate

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rails has been deleted. Furthermore, Part 2.2(A)(5) has been revised to state that the top of the top chord shall not be less than 54 inches above the deck measured from the high point of the bridge deck surface.

Question: Under section 2.6 (welding) on page 9 of the written specification, it calls out for welding to be done per ANSI/AWS D1.5 which is typically for vehicular bridge made out of structural steel shapes. The pedestrian bridge will be made out of tubular shapes, tubular shapes typically are welded per ANSI/AWS D1.1. Please clarify if AWS D1.1 is acceptable.

Answer: Part 2.6(A) has been revised to indicate that welding and weld procedure qualification tests shall conform to the provisions of ANSI/AWS D1.1 “Structural Welding Code” 2020 Edition and/or AASHTO/AWS D1.5 “Bridge Welding Code”.

Question: There’s very little fire alarm-wise shown on the drawings, a couple of smoke detectors. There’s also not much code information and with this being an outside amphitheater I’m stumped how to approach this. Not sure if we’re supposed to extrapolate occupancy based on the number of parking spaces times four people per car, or just bid it as shown. What would you like us to do? Bid per drawings?

Answer: An interconnected fire alarm system is not required in these types of buildings. Just smoke detectors in the locations shown. Please bid as shown.

Question: Is it still the intent to send the Excell Spreadsheet of the Unit Price bid form to the bidders once all line item bid modifications are made?

Answer: The Itemized bid proposal was completed in Word. The word document is available for download on Eastern Engineering’s Website.

Question: The specs (051200, 1.7) require an AISC fabricator and installer for this project. Can this requirement be waived or does it need to stay?

Answer: This requirement is to remain in place for both the fabricator and the installer.

Question: Where can the detail for the Wood Split Rail Fence (pay item #101) be found?

Answer: Please use a 3-rail fence with 10’ o.c. post spacing. Materials provided shall meet specifications.

END OF DOCUMENT

SUBSTITUTION

REQUEST (During the Bidding Phase)

Project: Franklin Greenway Trail Substitution Request Number: CRG - 10

From: Shane Burris / Commercial Recreation

Group

To: Zach Berninger

Re:

Date:6-2-2020

A/E Project Number: 19-0107

Contract For: City of Franklin

Specification Title: SEATING - BACKED BENCH Description: Gateway Steel Bench with Back

Section: 32 Page: 2

Article/Paragraph: 2.1

Proposed Substitution: Bench with Back Horizontal Straps

Manufacturer:Superior Address: 1050 Columbia Drive,

Carrollton, GA 30117 Phone:800-851-0865 Trade Name:

Model No.: Gateway Bench with Back

Attached data includes product description, specifications, drawings, photographs, and performance and test data adequate for evaluation of the request; applicable portions of the data are clearly identified.

Attached data also includes a description of changes to the Contract Documents that the proposed substitution will require for its proper installation.

The Undersigned certifies:

● Proposed substitution has been fully investigated and determined to be equal or superior in all respects to specified

product. ● Same warranty will be furnished for proposed substitution as for specified product. ● Same maintenance service and source of replacement parts, as applicable, is available. ● Proposed substitution will have no adverse effect on other trades and will not affect or delay progress schedule. ● Proposed substitution does not affect dimensions and functional clearances. ● Payment will be made for changes to building design, including A/E design, detailing, and construction costs caused by

the substitution.

Submitted by: Commercial Recreation Group

Signed by: Shane Burris

Firm:

Address: 15150 Herriman Blvd, Noblesville, IN 46060

Telephone: 317-776-7830

A/E’s REVIEW AND ACTION

Substitution approved - Make submittals in accordance with Specification Section 01330. Substitution approved as noted - Make submittals in accordance with Specification Section 01330. Substitution rejected - Use specified materials. Substitution Request received too late - Use specified materials.

Signed by: Zach Berninger Date: 220.06.04

Supporting Data

Attached:

Drawings X Product Data Samples Tests Reports

© Copyright 1996, Construction Specifications Institute, 99 Canal

Center Plaza, Suite 300 Alexandria, VA 22314

Page of

September 1996

CSI Form 1.5C

SUBSTITUTION


Project: Franklin Greenway Trail Substitution Request Number: CDRG - 11

From: Shane Burris / Commercial Recreation

Group

To: Zach Berninger

Re:

Date:6-2-2020



Specification Title: SEATING BACKLESS BENCH Description: Gateway Steel Bench without Back

Section: 32 Page: 2

Article/Paragraph: 2.2

Proposed Substitution: Bench without Back

Manufacturer:Superior Address: 1050 Columbia Drive,

Carrollton, GA 30117 Phone:800-851-0865 Trade Name:

Model No.: Gateway Bench without

Back




● Proposed substitution has been fully investigated and determined to be equal or superior in all respects to specified

product. ● Same warranty will be furnished for proposed substitution as for specified product. ● Same maintenance service and source of replacement parts, as applicable, is available. ● Proposed substitution will have no adverse effect on other trades and will not affect or delay progress schedule. ● Proposed substitution does not affect dimensions and functional clearances. ● Payment will be made for changes to building design, including A/E design, detailing, and construction costs caused by

the substitution.

Submitted by: Commercial Recreation Group

Signed by: Shane Burris

Firm:

Address: 15150 Herriman Blvd, Noblesville, IN 46060

Telephone: 317-776-7830




Supporting Data

Attached:

Drawings X Product Data Samples Tests Reports

© Copyright 1996, Construction Specifications Institute, 99 Canal

Center Plaza, Suite 300 Alexandria, VA 22314

Page of

September 1996

CSI Form 1.5C

SUBSTITUTION


Project: Franklin Greenwood Trail Amphitheater Substitution Request Number: LS - 01

From: Lightsource

To: Zach Berninger

Re: Catenary Lighting and Poles

Date: 6/3/20

A/E Project Number:


Specification Title: Lighting Poles and LED Exterior Lighting Description: Catenary Lighting and Poles

Section: 26 56 13 Page: 6 Article/Paragraph: 2.3

Section: 26 56 19 Page: 5 Article/Paragraph: 2.2C

Proposed Substitution: Equal Manufacturer

Manufacturer: Tivoli / Acuity Brands Address: Phone: 714-957-6101

Trade Name: Model No.: Adapt




• Proposed substitution has been fully investigated and determined to be equal or superior in all respects to specified product.

• Same warranty will be furnished for proposed substitution as for specified product.

• Same maintenance service and source of replacement parts, as applicable, is available.

• Proposed substitution will have no adverse effect on other trades and will not affect or delay progress schedule.

• Proposed substitution does not affect dimensions and functional clearances.

• Payment will be made for changes to building design, including A/E design, detailing, and construction costs caused by the

substitution.

Submitted by: Dan Bishop

Signed by: Dan Bishop

Firm: Lightsource

Address: 8719 Castle Park Drive, Indianapolis, IN 46256

Telephone: 317-414-8465




Supporting Data Attached: Drawings X Product Data Samples Tests Reports

© Copyright 1996, Construction Specifications Institute,

99 Canal Center Plaza, Suite 300 Alexandria, VA 22314

Page of September 1996

CSI Form 1.5C

X

tel:714-957-60101

SUBSTITUTION


Project: Franklin Greenwood Trail Amphitheater Substitution Request Number: LS - 02

From: Lightsource

To: Zach Berninger

Re: Lighting

Date: 6/3/20



Specification Title: Lighting Description: Lighting Section:

Page: Article/Paragraph:

Proposed Substitution: Equal Manufacturer

Manufacturer: Acuity Brands Address: Phone:

Trade Name: Model No.: OLVTCM / ZL1D










substitution.

Submitted by: Dan Bishop

Signed by: Dan Bishop

Firm: Lightsource

Address: 8719 Castle Park Drive, Indianapolis, IN 46256

Telephone: 317-414-8465



Signed by: Zach Berninger Date: 2020.0604





CSI Form 1.5C

X

SUBSTITUTION


Project: Franklin Greenways Trail Amphitheater Substitution Request Number:

From:

To:

Re:

Date:

A/E Project Number:

Contract For:

Specification Title: Description:

Section: Page: Article/Paragraph:

Proposed Substitution:

Manufacturer: Address: Phone:

Trade Name: Model No.:










substitution.

Submitted by:

Signed by:

Firm:

Address:

Telephone:



Signed by: Date:





CSI Form 1.5C

Timber Systems, LLC

05/29/2020

Glued-Laminated Wood Construction

06 18 00

Glulam Timber

1 1.2 Quality Standards, b. Other Manufacturer

162 S. Saginaw St., Lapeer, MI 48446 810-245-6212

Timber Systems, LLC162 S. Saginaw St., Lapeer, MI 48446

810-245-6212

Timber Systems, LLC

Studio M Architecture

Glulam Supplier Approval

Kristin Riedel

TS - 01

19-0107

City of Franklin

X

Zach Berninger 2020.06.04

Franklin Greenways Trail Amphitheater City of Franklin, Indiana May 8, 2020

(Rev June 4, 2020, Addendum #3)

PEDESTRIAN BRIDGE 05 50 05 - 1

SECTION 05 50 05 – PEDESTRIAN BRIDGE

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

B. INDOT 2020 Standard Specifications – Sections 211, 503, 702, 703, 709 and 711.

1.2 SUMMARY

A. Section Includes:

1. Aggregate for end bent backfill 2. Geotextile for underdrain 3. Expansion joint 4. Field drilled hole in concrete 5. Class ‘C’ concrete for substructure 6. Epoxy coated reinforcing bars 7. Surface seal 8. Pre-engineered steel truss bridge

B. Related Requirements:

1. Section 02 41 19 "Removals and Building Demolition".

2. Section 31 05 16 "Aggregate for Underdrains and Pipe Bedding".

1.3 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site.

1. Review required testing, inspecting, and certifying procedures.

1.4 ACTION SUBMITTALS

A. Each bidder shall identify their intended bridge supplier as part of the bid submittal. Supplies shall have at least five (5) years' experience fabricating this type of structure. Known manufacturers are as follows:

1. WHEELER LUMBER, LLC 9330 James Avenue South Bloomington MN 55431




Phone: 800-328-3986 email: [email protected] website: www.wheeler-con.com.

2. CONTECH CONSTRUCTION PRODUCTS INC. A Continental Bridge Brand 8301 State Highway 29 North Alexandria, MN 56308 Phone: 800-328-2047 or 320-852-7500 website: www.conteches.com

3. CAMERON BRIDGE WORKS, LLC 1051 South Main Elmira, NY 14904 Phone: 607-734-9456 website: www.cameronbridgeworks.com

4. ART THURESON, INC 4000 West Walton Waterford, MI 48329 Phone: 248-623-8599 website: www.artthuresoninc.com

5. US BRIDGE 201 Wheeling Ave, PO Box 757 Cambridge, OH 47325 Phone: 888-USBRIDG 888-872-7434 website: www.usbridge.com

B. Delegated-Design Submittal: Structural design of the bridge structure shall be performed by or under the direct supervision of a licensed professional engineer and designed in accordance with recognized engineering practices and principles and in accordance with the Indiana Design Manual. The engineer shall be licensed to practice in the State of Indiana.

C. Submittal Drawings: Contractor shall submit to the Owner working drawings and diagrams for approval. Submittal drawings shall be unique, prepared to illustrate the specific work to be done. All relative design information such as member sizes, bridge reactions, and general notes shall be clearly shown on the submittal drawings. Submittal drawings shall have cross referenced details and sheet numbers. All submittal drawings shall be certified by a Professional Engineer who is licensed in the State of Indiana.

D. Structural Calculations: Contractor shall submit to the Owner structural calculations for the bridge superstructure for approval. All calculations shall be certified by a Professional Engineer who is licensed in the State of Indiana. The calculations shall include all design information necessary to determine the structural adequacy of the proposed bridge.

http://www.wheeler-con.com/

http://www.conteches.com/

http://www.cameronbridgeworks.com/

http://www.artthuresoninc.com/

http://www.usbridge.com/




E. Product Certificates: Contractor shall submit the following certifications and documentation:

1. Producer name, location, and Q number of the aggregate source from the INDOT Certified Aggregate Producer list.

2. Producer name, location and approval number of the geotextile source from the INDOT pre-approved list.

3. Manufacturer name, product name and approval number of the non-epoxy portland cement concrete sealer from the INDOT approved list.

4. Manufacturer name, location and approval number (J number) of the certified reinforcing bar epoxy coater from the INDOT approved list.

5. Type A certification in accordance with INDOT 2020 Standard Specifications for the expansion joint material.

F. Product Data: Contractor shall submit concrete mix designs for Class ‘C’ concrete substructures.

1.5 INFORMATIONAL SUBMITTALS

A. Contractor shall submit warranty information in accordance with these specifications.

1.6 QUALITY ASSURANCE

A. Not applicable.

1.7 FIELD CONDITIONS

A. Field Measurements: Contractor shall verify the existing bridge abutment dimensions to commencing Work.

1.8 WARRANTY

A. The bridge manufacturer shall warrant their steel structure to be free of design, material, and workmanship defects for a period of 15 years from the date of delivery. Naturally durable timber decking (if specified) shall carry a 10-year warranty against rot, insect damage, or fungal decay.

B. Repair or replacement 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 structures.




PART 2 - PRODUCTS

2.1 PERFORMANCE REQUIREMENTS

A. Delegated Design: Contractor shall engage a professional engineer, licensed to practice in the State of Indiana, to perform or directly supervise the structural design in accordance with recognized engineering practices and principles and in accordance with the Indiana Design Manual.

2.2 PRE-ENGINEERED STEEL TRUSS BRIDGE – DESIGN FEATURES

A. Bridge System Type:

1. The bridge shall be a steel truss type structure with parallel top and bottom chords with vertical ends. Interior vertical members may be either plumb or perpendicular to the chord faces. Web diagonals shall be in the style of Warren or Pratt trusses as shown on the plans and detail sheets.

2. Overheard portal bracing is prohibited.

3. The bridge shall be designed utilizing an H-Section configuration where the floor beams are placed up inside the trusses and attached to the truss verticals.

4. The bridge manufacturer shall determine the distance from the top of the deck to the top and bottom truss members based upon structural or shipping requirements and conforming to dimension and elevations shown on the plans.

5. The bottom top of the top chord shall not be less than 72 in. 54 inches above the deck measured from the high point of the riding bridge deck surface.

B. Member Components:

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

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

C. Attachments:

1. Toe Plate: If specified on the plans, the bridge shall be supplied with a steel toe plate mounted to the inside face of both trusses. The toe plate shall be a minimum of 4 in. high. Toe plating shall be attached to the truss members at a height




adequate to provide a 2 in. gap between the bottom of the plate and the top of the deck or the top of the bottom chord, whichever is higher.

2. Safety Rail System: The safety rail system shall be configured as detailed in the plans. If not detailed differently in the plans, the safety rail system shall be pressure treated timber horizontal safety rails with vertical intermediate rails, and shall prevent a sphere with a diameter of 4 in. from passing through below 27 inches measured above floor level and a sphere with a diameter of 8 in. from passing through above 27 inches in accordance with AASHTO requirements. Safety systems shall be placed on the inside of the truss and shall be designed in accordance with AASHTO requirements. All railing shall have a smooth inside surface with no protrusions or depressions except for carriage bolt heads.

3. Field Splice: Field splices shall be utilized if necessary and use fully bolted slip critical connections, utilizing tension indicating washers. Tack welding of high strength hardware is prohibited. All splices shall meet AASHTO requirements for strength.

D. Camber:

1. The bridge shall have a minimum vertical camber dimension at midspan equal to 100% of the full dead load deflection plus 0.10% of the span lengths of the bridge.

2.3 PRE-ENGINEERED STEEL TRUSS BRIDGE – ENGINEERING

A. Structural Design:

1. Structural design of the bridge structure shall be performed by or under the direct supervision of a licensed professional engineer and designed in accordance with recognized engineering practices and principles and in accordance with the Indiana Design Manual. The engineer shall be licensed to practice in Indiana.

B. Design Loads:

1. The bridge superstructure design loads shall be as shown on the Bridge General Plan sheet.

C. Member Design:

1. Design of truss members, flooring system, and all connections shall follow Sixth 8th Edition AASHTO Load and Resistance Factor Bridge Design Specifications, 2012 and 2013 Interim Specifications 2017 and AASHTO LRFD Guide Specifications for Design of Pedestrian Bridges, 2nd Edition, 2009.

2. Welded tubular connections shall be checked for failure modes outlined in the ANSI/AWS D1.1:2020 Structural Welding Code and/or the AASHTO/AWS D1.5:2008 Structural Bridge Welding Code.




3. All tubular joints shall be plain unstiffened joints made without the use of reinforcing plates except as follows:

a. Floor beams hung beneath the lower chord of the structure may be constructed with or without stiffener or gusset plates, as required by design.

b. Floor beams which frame directly into the truss verticals, H-section bridges, may be designed with or without end stiffening plates as required by design.

c. Where chords, end floor beams and in high profiles the top end struts weld to the end verticals, the end verticals (or connections) may require stiffening to transfer the forces from these members into the end vertical.

d. Truss vertical member to chord connections.

4. The effects of fabrication tolerances shall be accounted for in the design of the structure. Special attention shall be given to the actual fit-up gap at welded truss joints.

5. Top chord stability shall be checked.

2.4 PRE-ENGINEERED STEEL TRUSS BRIDGE – DESIGN LIMITATIONS

A. Deflections:

1. The vertical deflection of the truss due to and longitudinal deck members due to unfactored uniform live load shall be limited to L/500. Deflections in longitudinal deck members due to uniform live load shall be limited to L/500 360.

2. The horizontal deflection of the structure due to unfactored lateral wind loads shall not exceed L/500 1/360 of the span under an 85 MPH, 25 psf, wind load length.

B. Minimum Thickness of Metal:

1. The minimum thickness of all structural steel members shall be 3/16 in. 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".

2.5 PRE-ENGINEERED STEEL TRUSS BRIDGE – MATERIALS

A. Steel:

1. All steel shall be unpainted and self-weathering.

2. Shall be fabricated from high strength, low alloy, atmospheric corrosion resistant ASTM A847 cold-formed welded square and rectangular tubing or ASTM A588, or




ASTM A242, or 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.

3. All exposed surfaces, defined as those surfaces seen from the deck and from alongside the structure, shall be blast cleaned in accordance with Steel Structures Painting Council Surface Preparation Specifications No. 7 (SSPC-SP7) Brush Off Blast Cleaning.

B. Standard Timber Decking:

1. Transverse deck planks shall be 3 in. minimum Coastal Region Douglas Fir, graded as Select Structural in accordance with the Western Wood Products Association (WWPA) or the West Coast Lumber Inspection Bureau (WCLIB).

2. Treatment shall be in accordance with the American Wood Preservers Association (AWPA) Standard P5. The preservative utilized shall be Ammoniacal Copper Zinc Arsenate (ACZA) to a total absorption of 0.40 pounds per cubic foot of wood. 911.02(g). Planks shall be placed tight together with no gaps.

3. Deck tie-down systems shall be designed to resist uplift.

4. Deck tie-downs shall be provided at plank ends and intermediate points as required such that tie-down spacing does not exceed actual plank thickness multiplied by 50. Edge tie-downs shall be made with a continuous steel angle member above the planks.

5. All planks shall be graded as FEQ-CAH, First Export Quality -Clear All Heart, grading rules, defined as follows:

a. Lumber shall be graded both faces and both edges.

b. Lumber shall be straight grained, maximum slope of grain to be 1:10.

c. Lumber shall be parallel cut without heart centers or sap wood.

d. Lumber shall be in sound condition, free from worm holes or knots.

6. Allowable imperfections are:

a. All faces: Natural drying checks, discoloration caused by weathering or chemical reaction, bow or spring which can be removed using normal installation methods and tools.

7. Imperfections not allowed:

a. Longitudinal heart cracks, internal cracks, firm or soft sap wood, splits, end splits, ring shades, fungi affects or incipient decay, deformation such as




twisting or cupping which cannot be removed using normal installation methods and tools.

8. All planks shall meet or exceed the following mechanical properties based on the 2 in. standard as defined by the U.S. Forest Products Laboratory publications and testing data:

MC% Modulus of

Rupture Modulus of Elasticity

Max. Crush Strength

12% 22,360 psi 3,140,000 psi 13,010 psi

a. Janka side hardness shall be 3680 lbs. at 12% moisture content.

b. Average air-dry density shall be 66 to 75 pcf.

c. Basic specific gravity shall be 0.85 - 0.97.

9. Timber deck Planks shall be supplied that meet or exceed the Static Coefficient of Friction for both Neolite shoe soles and leather shoe soles in accordance with ASTM Test Method C1028-89.

Force In Pounds

Shoe Material

Dry Wet

Neolite Shoe Soles

0.73 0.69

Leather Shoe Soles

0.55 0.79

10. For transverse wood decking, wheel loads shall be assumed to act on one plank only. The wheel loads shall be distributed on the plank along a length equal to the tire print width. The plank shall be designed for shear and bending in accordance with the support conditions and spacing. For design, the following unfactored allowable values shall be used:

a. Allowable Bending = 1500 psi.

b. Allowable Shear = 180 psi.

c. Modulus of Elasticity = 3,000,000 psi.

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




C. Hardwood (Durable) Timber Decking:

1. If specified, wood decking shall be naturally durable hardwood Ipe (Tabebuia Spp Lapacho Group). All planks shall be partially air dried to a moisture content of 20% or higher and shall be supplied S4S, E4E with the edges eased to a radius of 1/8". All planks shall meet or exceed the following mechanical properties based on the 2 in. standard as defined by the U.S. Forest Products Laboratory publications and testing data:

MC% Modulus of

Rupture Modulus of Elasticity

Max. Crush Strength

12% 22,360 psi 3,140,000 psi 13,010 psi

a. Janka side hardness shall be 3680 lbs. at 12% moisture content.

b. Average air-dry density shall be 66 to 75 pcf.

c. Basic specific gravity shall be 0.85 - 0.97.

2.6 PRE-ENGINEERED STEEL TRUSS BRIDGE – WELDING

A. Welding and weld procedure qualification tests shall conform to the provisions of ANSI/AWS D1.5 D1.1 "Structural Welding Code", 2008 2020 Edition and/or AASHTO/AWS D1.5 "Bridge Welding Code." Filler metal shall be in accordance with the applicable AWS Filler Metal Specification such as AWS A 5.28 for the GMAW Process. For exposed, bare, unpainted applications of corrosion resistant steels such as ASTM A588 and A847, the filler metal shall be in accordance with AWS D1.5.

B. Welders shall be properly accredited operators, 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 six months experience in welding tubular structures and have demonstrated the ability to make uniform sound welds of the type required.

2.7 PRE-ENGINEERED STEEL TRUSS BRIDGE - FABRICATION

A. 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.

B. Special attention shall be given to developing sufficient weld throats on tubular members. Fillet weld details shall be in accordance with AWS.

C. The fabricator shall have verified that the throat thickness of partial joint penetration groove welds primarily matched edge welds or the flare-bevel-groove welds on underhung floor beams shall be obtainable with their fit-up and weld procedures.




Matched edge welds shall be flushed out when required to obtain the full throat or branch member wall thickness.

D. For full penetration butt welds of tubular members, the backing material shall be fabricated prior to installation in the tube to be continuous around the full tube perimeter, including corners.

E. Corners of the box backing, made from four plates, shall be welded and ground to match the inside corner radii of the chords. The solid plate option shall require a weep hole either in the chord wall above the high side of the plate or in the plate itself. In all types of backing, the minimum fit-up tolerances for backing shall be maintained at the corners of the tubes as well as across the flats.

2.8 PRE-ENGINEERED STEEL TRUSS BRIDGE - FINISHING

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

B. 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.

C. 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.

2.9 PRE-ENGINEERED STEEL TRUSS BRIDGE - BEARINGS

A. Bridge bearings shall consist of a steel setting or slide plate placed on the abutment or grout pad. The bridge bearing plate which is welded to the bridge structure shall bear on this setting plate. One end of the bridge shall be fixed by fully tightening the nuts on the anchor bolts at that end. The opposite end shall have finger tight only nuts to allow movement under thermal expansion or contraction.

B. The bridge bearing assembly shall be determined by the bridge manufacturer and shall conform to dimension limits on the plans.

2.10 PRE-ENGINEERED STEEL TRUSS BRIDGE – FOUNDATIONS

A. 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. The Contractor shall provide all materials 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.




B. Elevation of abutment bearing seat may need to be adjusted to accommodate bridge and bearing dimensions. Minimum low chord elevation as shown on the plans shall be maintained.

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

2.11 EPOXY COATED REINFORCING BARS

A. Contractor shall provide epoxy coated reinforcing bars in accordance with Section 703 of the INDOT 2020 Standard Specifications.

2.12 SURFACE SEAL

A. Contractor shall provide a non-epoxy portland cement concrete sealer from the INDOT approved list in accordance with Section 709 of the INDOT 2020 Standard Specifications.

2.13 CLASS ‘C’ CONCRETE

A. Contractor shall provide class ‘C’ concrete for bridge substructures as produced by a ready-mix concrete plan on INDOT’s approved list in accordance with Section 702 of the INDOT 2020 Standard Specifications.

2.14 EXPANSION JOINT

A. Contractor shall provide expansion joints in accordance with Section 906 of the INDOT 2020 Standard Specifications and the following requirements:

1. Expansion joints shall be elastomeric and ADA compliant and shall be manufactured to allow ½ in. expected expansion movement.

2. Stainless steel edge plates as dimensioned in the plans shall be attached to bordering timber planks using stainless steel screws to provide smooth surface for expansion joint attachment.

3. Installation shall be in accordance with 702.15(b) and the manufacturer's recommendations.

2.15 GEOTEXTILE TYPE 1B

A. Contractor shall provide geotextile type 1B for end bent backfill manufactured by a geotextile source on the INDOT pre-approved list.




2.16 AGGREGATE FOR END BENT BACKFILL

A. Contractor shall provide aggregate for end bent backfill from an aggregate source on the INDOT Certified Aggregate Producer List. Aggregate for end bent backfill shall be No. 8 or No. 9 crushed stone or ACBF, class D or higher in accordance with Section 211 of the INDOT 2020 Standard Specifications.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Contractor shall examine the project site prior to delivery of the pre-engineered bridge to determine an appropriate delivery location relative to the existing bridge abutments and utilities.

3.2 PREPARATION

A. Contractor shall field verify the dimensions of the existing bridge abutments prior to commencing Work.

B. Contractor shall excavate behind the existing abutment mudwall and remove portions of the existing structure in accordance with Section 02 41 19 "Removals and Building Demolition" and the Drawings.

3.3 FIELD DRILLED HOLES IN EXISTING ABUTMENTS

A. Upon completion of the partial structure removal operations, the Contractor shall field drill holes in the existing concrete abutments for installation of the epoxy coated reinforcing steel in accordance with Section 702.25 of the INDOT Standard Specifications and the Drawings.

3.4 CLASS ‘C’ CONCRETE FOR SUBSTRUCTURES

A. All operations associated with the placement of class ‘C’ concrete for substructures; including but not limited to, the mixing, handling, pumping, construction and removal of forms and concrete curing shall be in accordance with Section 702 of the INDOT 2020 Standard Specifications and the Drawings.

3.5 GEOTEXTILE AND AGGREGATE FOR END BENT BACKFILL

A. Contractor shall install geotextile and aggregate for end bent backfill in accordance with Section 718 of the INDOT 2020 Standard Specifications, Section 31 05 16 "Aggregate for Underdrains and Pipe Bedding" and the Drawings.




3.6 PRE-ENGINEERED STEEL TRUSS BRIDGE

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

B. The manufacturer shall provide detailed, written instructions in the proper lifting procedures and splicing procedures. The Contractor shall be responsible for determining the method and sequence of erection.

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

D. All blast cleaning shall be done in an OSHA approved facility. Blast operations shall use Best Management Practices and exercise environmentally friendly blast media recovery systems.

E. Contractor shall install the anchor bolts, bridge bearings, etc. in accordance with the manufacturer’s recommendations.

F. Expansion Joint: Contractor shall install stainless steel edge plates as dimensioned in the plans and attach them to bordering timber planks using stainless steel screws to provide a smooth surface for expansion joint attachments. Installation shall be in accordance with Section 702.15(b) of the INDOT 2020 Standard Specifications and the manufacturer’s recommendations.

G. Wood Decking: Contractor shall attach wood decking in accordance with the manufacturer’s recommendations, the Drawings and the following requirements:

1. At time of installation, planks shall be placed tight together with no gaps.

2. Every plank shall be attached with at least one fastener at each end.

3. Planks shall be drilled prior to installation of bolts or screws.

4. In addition to at least one fastener at each end of every plank which is typical for all installations, planks for bridges with widths of 72 in. to 143 in. shall be attached with a minimum of two fasteners at a location approximately near the center of the bridge width. Bridges wider than 143 in. shall have two fasteners located at a minimum of two interior stringer locations, approximately at the third points of the bridge width.

5. 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 holddown system.




3.7 SURFACE SEAL

A. Contractor shall install the surface seal for the class ‘C’ substructure concrete in accordance with Section 709 of the INDOT 2020 Standard Specifications and the manufacturer’s recommendations.

3.8 FIELD QUALITY CONTROL

A. Testing Agency: Not applicable as the Owner will provide field testing for class ‘C’ concrete for bridge substructures.

PART 4 - METHOD OF MEASUREMENT


A. Not applicable as the work associated with the pre-engineered steel truss bridge will be paid as a lump sum item and will not be measured for payment.

PART 5 - BASIS OF PAYMENT


A. The cost of all labor, equipment and materials necessary to design and construct the pre-engineering steel truss bridge including the steel truss bridge, timber bridge decking, bridge railing, class ‘C’ concrete for substructures, field drilling holes into the existing concrete abutments, epoxy-coated reinforcing bars, aggregate for end bent backfill, geotextile and surface seal shall be included in the cost of the item.

B. The costs of design, working drawing preparation, materials, fabrication, transportation, pressure treated timber railing, bridge bearing devices, placement and all incidentals shall be included in the cost of the item.

5.2 PAY ITEMS

A. Payment for the Work described herein will be made under:

Pay Item Pay Unit Symbol

Pre-Engineered Steel Truss Bridge w/Ex. Abutment Modifications LS

END OF SECTION 05 50 05