12001 SHOEMAKER AVE. SANTA FE SPRINGS CA. 90670
TEL: (562) 944-0701 FAX: (562) 944-4025 EMAIL US

Note : Please print this page and fax to (562) 944-4025

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PRE-FABRICATED BRIDGE SPECIFICATIONS

1.0  GENERAL

     1.1           These specifications are for a fully engineered clear span bridge of
                      weld  steel construction and shall be regarded as minimum standards for
                      design  and construction as manufactured by Excel Bridge Mfg : 12001
                      Shoemaker Ave. Santa Fe Springs CA 90670 Tel : 800-548-0054 or
                      approved equal.

     1.2    The bridge manufacturer shall have been in the business of design and
               fabrication of bridges for a minimum of five years and provide a list of five
               successful bridge projects, of similar construction, each of which has been in
               service at least three years.

     1.3    The specific type of bridge required will be a:
 

              style bridge as manufactured by Excel Bridge Manufacture .

2.0 DIMENSIONS

     2.1    Width: Inside clear width of bridge shall be ______ feet ______ inches.

     2.2    Span: Center to center of bearing of bridge shall be _____ feet _____inches.

     2.3 Camber:q Bridge shall be cambered 2% of the total span length.
                           or q Bridge shall be cambered _____% of the total span length.
                           or q Bridge shall be cambered to offset dead load and appear flat.
                 All vertical truss members shall be perpendicular to the ground (horizon) after
                 the bridge is erected and dead loads applied.

3.0 DESIGN

     3.1     Open truss bridges shall be designed by a professional engineer
                experienced in pony truss bridge design and top chord stability criteria
                utilizing elastic lateral restraints.

        In addition to normal dead loads, the bridge shall be designed for the following:

      3.2 Uniform Live Load:  Pedestrian bridges shall be designed for an evenly
               distributed live load of 85 pounds per square foot. With AASHTO live load
               pedestrian bridge guidelines

      3.3    Vehicle Load: Bridges will also be designed to withstand a moving
                concentrated load equal to 1000 pounds per foot of width (up to 10,000
                pounds) plus 30% for impact loading. This concentrated load is in addition
               to a 20 pounds per square foot evenly distributed live load.  The vehicle load
               shall be distributed such that 80% of the load is on the rear axle (per
                AASHTO).

     3.4    Wind Load: All bridges shall be designed for a minimum wind load of 35
               pounds per square foot (approximately 120 mph). The wind is calculated on
               the entire vertical surface of the bridge as if fully enclosed.

     3.5    Design Criteria: The design of the bridge shall be in accordance with the
               "American Institute of Steel Construction"; "Allowable Stress Design"; June 1,
               1989 or the latest edition.  Tubular members and their connections shall be
                designed per the AISC " Hollow Structural Sections Connections Manual"
                latest edition.

     3.6    Seismic: All bridges shall be designed for seismic loads of the intensity
               required by local codes.

     3.7    Temperature: Bridge shall be designed to accommodate a temperature
               differential of 120 degrees Fahrenheit. Slip pads of UHMW polyethylene
               shall be placed between the smooth surface of this setting plate and the
               smooth bearing plate of the bridge. At least 1" clearance shall be provided
               between the bridge and concrete abutments.

     3.8    Deflection: The vertical deflection of the bridge due to pedestrian live load
              shall not exceed 1/400 of the span length.  The maximum deflection due to
              vehicular loads shall not exceed 1/800 of the span length.

              For pedestrian comfort, the minimum load used for the deflection check
              shall be a minimum of 500 pounds per lineal foot of bridge.

              The horizontal deflection due to lateral wind load shall not exceed 1/500 of
              the span length.

4.0 MATERIALS

     4.1    All structural members shall have a minimum thickness of material of at least
              3/16".

     4.2 q Unpainted Weathering Steel bridges shall be fabricated from ASTM A242
              or ASTM A588 steel for plates and structural shapes and ASTM A606 or
              ASTM A847 for tubular sections. Minimum yield (Fy) shall be greater than
              50,000 psi.
     or qPainted Steel bridges shall be fabricated from ASTM A588, (Fy) greater
              than 50,000 psi and tubular sections from ASTM A847, (Fy) greater than
              50,000 psi.

     4.3 qWood Decking shall be No. 1 grade West coast Douglas fir. Wood
               decking shall be treated to a minimum of .40 pounds of preservative per
               cubic foot of wood. The wood deck shall be designed for a 85 psf local
               loading condition. Floor planks shall be attached with at least two
               plated fasteners where planks cross supporting members.
                     q Planks shall be nominal 2" x 10" for bridges less than 8' wide.
                     or q Planks shall be nominal 3" x 12" for bridges 8' wide and over.
                     or q Planks shall be nominal 4" x 12" for heavy vehicle loading.
     or
               q Concrete Floors shall be completely formed by the bridge manufacturer
               with a minimum of 22 gauge galvanized composite floor deck. The floor deck
               shall be manufactured by a member of the Steel Deck Institute or have their
               deck properties certified by the Steel Deck Institute. The composite slab
               shall carry a 200 pounds per square foot superimposed live load. The
               pouring and finishing of 4000 psi lightweight concrete (no additives allowed)
               and the furnishing of the reinforcement shall be the responsibility of the
               contractor or owner. After the concrete has cured, an appropriate sealer
               should be applied by the contractor or owner.

     4.4     Field splices shall be bolted with High Strength ASTM A 325 bolts; type 3
               bolts are required for weathering steel bridges.

     4.5      Welding materials shall be in strict accordance with the American Welding
                Society (AWS). Structural welding code, D1.1 Filler metal as specified in 4.1
                shall be used for the particular welding process required. Welders will be
                certified in accordance with AWS D1.1.

5.0 FABRICATION

     5.1      Bridge fabricator shall be certified by the American Institute of Steel
                 Construction to have the personnel, organization, experience, capability, and
                 commitment to produce fabricated structural steel for Conventional Steel
                 Structures and Simple Steel Bridge Structures with Sophisticated Paint
                 Endorsement as set forth in the AISC Certification Program.

     5.2       Workmanship, fabrication, and shop connections shall be in accordance with
                 American Association of State Highway and Transportation Officials
                 Specifications (AASHTO).

     5.3       Welding operators shall be properly accredited experienced operators, each
                 of whom shall submit satisfactory evidence of experience and skill in welding
                 structural steel with the kind of welding to be used in the work, and who have
                 demonstrated the ability to make uniform good welds meeting the size and
                 type of weld required.

     5.4       All welding shall utilize E70 or E80 series electrodes. The weld process
                 used shall be Flux Core Arc Welding (FCAW) or Shielded Manual Arc
                 Welding (SMAW).

     5.5      The connection of bridge end post to top chord should be a mitered joint
                 with the exposed welds ground smooth.

6.0 RAILINGS & ACCESSORIES

     6.1      All railings shall have a smooth inside surface with no protrusions or
                 depressions. All ends of angles and tubes shall be closed and ground
                 smooth. In accordance with AASHTO, railings for
             q pedestrian use should be a minimum of 42" above the floor deck.
            or q bicycle use should be a minimum height of 54" above the floor deck.

     6.2   q Safety Rails: Continuous rails shall be located on the inside or
                                               outside of Trusses

                 q horizontal safety rails with a maximum opening of _____ inches.
                 or q vertical picket rails with a maximum opening of _____ inches.
                          (optional)

     6.3  qToe Plate: A 6" steel plate shall be located 2" above the floor deck.
                                        (optional)

     6.4  qFencing: Chain link fencing shall be factory installed on to meet AASHTO
                requirements for highway overpasses. The fence shall be located on
                       q both sides of the bridge up to a height of _____ feet.
                       or q both sides and the top of the bridge.
                The chain link fencing shall be
                       q galvanized with a maximum opening of _____ inches.
                       or q vinyl coated with a maximum opening of _____ inches.

7.0 FINISHES

             q All boldly exposed surfaces of weathering steel bridges shall be sand
                 blasted in accordance with the Steel Structures Painting Council (SSPC)
                 Surface Preparation Specification No. 6 "Commercial Blast Cleaning".
      or
             q Painted bridges shall be sand blasted in accordance with SSPC SPC-6.
                 The bridge shall be painted with an epoxy primer (TNEMEC #69 Epoxy
                 Coatings) followed by an Aliphatic Urethane Gloss Enamel topcoat
                 ("Series 74, by Tnemec) or approved equal. Bridges shall be
                 provided with paint for touch up after erection.

8.0 DELIVERY AND ERECTION

      8.1     Bridges will be delivered by truck to a location nearest to the site accessible
                 by roads. Hauling permits and freight charges are the responsibility of the
                 manufacturer.

      8.2     The manufacturer will notify the customer in advance of the expected arrival
                 time. Information regarding delays after the trucks depart the plant such as
                 inclement weather, delays in permits, re-routing by public agencies or other
                 circumstances will be passed on to the customer as soon as possible but the
                 expense of such unavoidable delays will not be accepted by the
                 manufacturer.

      8.3     The manufacturer will advise the customer of the actual lifting weights,
                 attachment points and all necessary information to install the bridge.
                 Unloading, splicing, bolting, and proper lifting equipment is the responsibility
                 of others.

      8.4     The owner shall procure all necessary information about the site and soil
                 conditions. Soil tests shall be procured by the owner. The engineering
                 design and construction of the bridge abutments, piers and/or footing shall be
                 by the owner. The owner shall install the anchor bolts in accordance with
                 the manufacturer's anchor bolt spacing dimensions. All grounding and
                 lightning protection shall be the responsibility of the owner.

9.0 EXCEL LIMITED WARRANTY

9.1     The Excel Bridge Manufacturing shall warrant their steel structure(s) to be free of design,  material and workmanship defects for a period of ten years from the date of delivery.  This warranty does not include decking, railing attachments on any other items not part of the steel truss structure.  

This warranty shall not cover defects in the bridge caused by abuse, misuse, overloading, accident, improper maintenance, alteration or any other cause not the result of defective materials or workmanship.

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 or replacements shall be the exclusive remedy for defects under this warranty.   The Excel Bridge Manufacturing Company shall not be liable for any consequential or incidental damages for breach of any express or implied warranty on their structure(s).