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Home My WebLink AboutFAX QUOTE - PEDESTRIAN AND LIGHT VEHICLE BRIDGEFirm Name: DATE: August 16, 2005 Ref.: Pedestrian and Light Vehicle Bridge THIS IS A PRICE QUOTATION -- NOT AN ORDER PLEASE SUPPLY PRICING AND DELIVERY INFORMATION, ALL ITEMS TO BE QUOTED FOB POINT OF SHIPMENT FREIGHT PREPAID AND ALLOWED, AS REQUESTED BELOW AND RESPONSE VIA FAX OR E-MAIL BY AUGUST 24, 2005, 5:00 pm TO: JOHN STEPHEN, CPPO (970) 221-6707 fax JSTEPHENO-FCGOV.COM Any questions regarding this inquiry should by directed to John Stephen, (970) 221- 6777. The City of Fort Collins is requesting quotes for a 50 linear feet prefabricated steel bridge to be delivered to S College Ave and Cameron Dr, Ft Collins, Co 80526. The bridge must meet or exceed the specification requirements attached. The bridge must be delivered and accepted by the City of Fort Collins within 60 days after notice to proceed. For technical questions, please call Jason Stutzman, Project Manager at 970-221-6366. For purchasing questions, please call John Stephen, CPPO, CPPB, Senior Buyer at 970- 221-6777. Bid Schedule Contractor will provide 50 linear feet of Prefabricated Steel Bridge including delivery per attached specifications. Lump Sum $ FIRM NAME: (Are you a corporation, DBA, Partnership, LLC, or PC) ADDRES TELEPHONE # FAX # M Signature SECTION 02850 PEDESTRIAN AND LIGHT VEHICLE BRIDGES PART GENERAL 1.01 SECTION INCLUDES A. This section contains requirements for a fully engineered clear span bridge and shall be the minimum standards for design and construction. B. Clear span length and width of the bridge shall be 50 feet and 10 feet respectively. 1.02 RELATED SECTIONS N/A 1.03 QUALITY ASSURANCE A. Bridge shall meet the referenced standards as called for in the following paragraphs. B. Bridge design shall be certified by a Registered Colorado Professional Engineer. 1.04 SUBMITTALS A. Submit complete shop Drawings to the ENGINEER for review. B. Submit manufacturer's certification of compliance with referenced standards. 1.05 PRODUCT DELIVERY AND HANDLING A. Coordinate delivery requirements with the ENGINEER. B. Comply with manufacturer's requirements for unloading, lifting, and placement. 1.06 DESIGN REQUIREMENTS A. Railing: Minimum height of 54" (top of truss top chord). B. Maximum horizontal opening in railing of nine inches. C. Loading Design: Uniform live load of 60 psf. Concentrated live load of 10,000 pounds vehicle weight on bridge plus thirty percent (30%) impact. Minimum wind load of 25 psf. Horizontal pressure as if enclosed surface. Railing load of 50 pounds per lineal foot of horizontal load. D. Mounting plates shall allow for thermal expansion. E. All allowable design stresses shall be in compliance with the specifications of the design, fabrication, and erection of structural steel for buildings by the American Institute of Steel Construction AISCF and UBC. fr1 F. Sizes: Length: 50 feet. Clear unobstructed inside width: 10' minimum. Vertical members shall be spaced 48" on center with odd panel dimensions divided between each end of the truss. Railings: Install for full length of bridge. Camber: Five percent (5%) of/z of span (if required). Nominal 2"x 6" wood rub rails on inside of bridge shall be placed 42" above the top of the bridge deck. PART PRODUCTS 2.01 FABRICATION A. General Workmanship, fabrication, and shop connections shall be in accordance with AWS and AISC specifications. 2. All welding shall be done by welders certified for AWS, D.1 structural welding requirements. 3. Welding electrodes for self -weathering, corrosion -resistant steel shall have the same weathering characteristics such as E5018 or equivalent. 4. All boldly exposed members shall have mill scale removed according to steel structures preparation specifications #6 Commercial Blast Cleaning SSPC-SP6- 63. B. Materials Metal Fabrication: Bridge to be fabricated from high strength low -alloy atmospheric corrosion -resistance ASTM A606 type 4 steel, self -weathering, (U.S.S. Cor Ten) ASTM A242 or ASTM A588 structural steel shapes and tubing (FY=50,000 psi.). Bolts and nuts shall be in accordance with specifications for structural joints using ASTM A325 or A490 bolts. Anchor bolts A307 or A36. E8018 series electrodes of equivalent for welding. Material thickness and design of member shall be fully engineered for the length and style of each bridge requirement specified. 2. Hardwood Decking: All decking shall be full thickness planks unless approved otherwise. Wood decking shall be naturally durable hardwood Ipe (Tabebuia Spp Lapacho Group). All planks shall be partially air dried to a moisture content of 15% to 20%, and shall be supplied S4S (surfaced four sides), E4E (eased four edges), with the edges eased to a radius of 1/8". Measured at 30% moisture content, the width and thickness shall not vary from specified dimensions by more than ± 0.04 inches. All planks shall be supplied with the end sealed with "Anchorseal" Mobil CER-M or an equal aquious wax log sealer. 3 All planks shall be graded as FEQ-CAH (First Export Quality -Clear All Heart) grading rules, defined as follows: Lumber shall be graded both faces and both edges. Lumber shall be straight grained, maximum slope of grain to be 1:10. Lumber shall be parallel cut without heart centers or sapwood. Lumber shall be in sound condition, free from wormholes or knots. Allowable Imperfections are: 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. Imperfections Not Allowed: Longitudinal heart cracks, Internal cracks, Firm or Soft sap wood, Splits, End splits, Ring shades, Fungi affects (blue to gray, brown to red, white to yellow, or incipient decay), Deformation (twisting or cupping) which cannot be removed using normal installation methods and tools. All planks shall meet or exceed the following mechanical properties (based on the 2" 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 Janka side hardness is 3680 lbs. at 12% moisture content Average air-dry density is 66 to 75 pcf. Basic specific gravity is 0.85 - 0.97. All planks shall be naturally fire resistant without the use of any fire resistant preservatives to meet NFPA Class A and UBC Class I. Planks shall be supplied that meet or exceed the Static Coefficient of Friction for both neolite and leather shoes in accordance with ASTM Test Method C 1028-89. FORCE IN POUNDS SHOE MATERIAL DRY WET Neolite 0.73 0.69 Leather 0.55 0.79 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 stresses shall be used: Allowable Bending = 3700 psi Allowable Shear = 320 psi Modulus of Elasticity = 3,000,000 psi 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 holddown, 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 with widths of 72" to 143" 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 located at a minimum of two interior stringer locations, approximately at the third points of the bridge width. 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. END OF SECTION