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1 Precast Structures with an overall span length greater than 20-feet (measured <br /> I <br /> 2 along the centerline of Roadway from inside face to inside face of hydraulic , <br /> 3 opening) shall be designed for seismic loads in accordance with FHWA-NHI- <br /> 4 10-034, Technical Manual for Design and Construction of Road Tunnels—Civil <br /> 5 Elements, Chapter 13. The AASHTO LRFD Bridge Design Specifications <br /> 6 Section 12.6.1 exemption from seismic loading does not apply. The design <br /> I <br /> 7 shall evaluate the seismic effects of transient racking deformations. <br /> 8 <br /> 9 Wingwalls, cutoff walls, and headwalls associated with the precast Structures <br /> 10 shall be designed in accordance with the WSDOT Geotechnical Design <br /> 11 Manual (M46-03) and Chapter 11 of AASHTO LRFD Bridge Design <br /> 12 Specifications, latest edition and current interims in effect on the Bid <br /> 13 advertising date, including seismic loads. <br /> 14 <br /> 15 The Contractor shall use the geotechnical report prepared for this project and <br /> 16 available through the source(s) specified in the Special Provisions under <br /> 17 Section 1-02.4(2). <br /> 18 <br /> 19 Whenever the minimum finished backfill or surfacing depth above the top of <br /> 20 the Structure is less than 1'-0" (except when the top of the Structure is directly <br /> 21 exposed to vehicular traffic), either all steel reinforcing bars in the span unit <br /> 22 shall be epoxy-coated with 1-1/2" minimum concrete cover from the face of <br /> 23 concrete to the face of the top mat of steel reinforcing bars, or the minimum <br /> 24 concrete cover shall be 2-1/2". Whenever the top of the Structure is directly <br /> 25 exposed to vehicular traffic, all steel reinforcing bars in the span unit shall be <br /> 26 epoxy-coated and the minimum concrete cover dimension from face of <br /> 27 concrete to the face of the top mat of steel reinforcing bars shall be 2-1/2". <br /> 28 Concrete cover from the face of any concrete surface to the face of any steel <br /> 29 reinforcement shall be 1-inch minimum at all other locations. <br /> 30 <br /> 31 7-02.3(6)A2 Submittals <br /> 32 The Contractor shall submit Type 2E Working Drawings consisting of shop <br /> 33 drawings of the precast Structures with supporting design calculations. <br /> 34 <br /> 35 In addition to items 1 through 6 under shop drawing content requirements in <br /> 36 Section 6-02.3(28)A, the following shop drawing details shall be submitted: <br /> 37 <br /> 38 1. Footing and slab base details for PRCTSS. 1 <br /> 39 <br /> 40 2. Wingwall, headwall, and cutoff wall details. <br /> 41 <br /> 42 3. Erection and backfill procedure. <br /> 43 <br /> 44 4. Complete, site specific, itemized bar list for all steel reinforcement. <br /> 45 <br /> 46 If water is expected to be present in the excavation, or is found to be present <br /> 47 once excavation begins, the Contractor shall submit a Type 2 Working <br /> 48 Drawing consisting of a dewatering plan. <br /> 49 <br /> 50 For precast Structures with a span length greater than 20-feet (as defined in <br /> 51 Section 7-02.3(6)A1), the Working Drawing submittal shall include a load rating <br /> 52 prepared in accordance with the AASHTO Manual for Bridge Evaluation and <br /> I <br /> AMENDMENTS TO THE 2014 STANDARD SPECIFICATIONS BOOK <br /> Revised: 8/3/15 <br />