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STRENGTHENING AND REPAIR WORK
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6 Selection of rolled steel girders versus fabricated plate girders: Rolled sections with welded or bolted cover plates at the bottom ange of the midspan were popular at one time for the small and medium span ranges However, due to the limited depth of 36 inches and fatigue at welds of tension connections, they were not economical and had maintenance problems Bridge designers frequently use cold-formed plate girders with variable sizes, shapes, and strengths Typically, 80- to 100-foot girder lengths are easier to galvanize, transport, hoist in the air, and erect in position Splice plates are used for longer lengths
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1 When complete deck replacement is anticipated and where feasible, consider elimination of deck joints rst The decision to eliminate existing joints should be based on length of the structure, the type of bearings used, and substructure/foundation compatibility Deck slab replacements shall be designed in accordance with the AASHTO LRFD Bridge Design Speci cations and state code manual 2 Special measures such as requiring the use of removable deck forms, retro tting stringers with shear connectors, design criteria exceptions, etc may be required 3 Precast members have better quality control and should be preferred Simpli ed LRFD Calculations for Replacement of Deck (cast-in-place)* A Data 6 HPS 70W girders; Spacing 8 ft centers; Corresponding slab depth D 85 in (refer to state bridge design manual) Effective depth d 85 in (1 in 075 in/2) assume rebar diameter 3/4 in; d 7125 in; bf (top) 16 in; tf 1 in; Clear span 8 ft 1333 ft 6667 ft; fc Effective span Clear span d 6667 ft 40 ksi 7125 in/12
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B Dead load moment due to self weight, overlay and stay-in-place form (SIP) 1 Compute self weight for B 12 in, D 85 in 2 Assume 2 in thick future wearing surface weight 25 PSF 3 SIP weight 5 PSF Spacing of SIP form ribs shall match the spacing of main bottom reinforcement steel Load factors: (DL Max Factored moment M 125; DL Min 15 MDW 090); refer to Table 57 175 M(LL
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Unfactored moments: For exterior span use, MDC MDC 150 pcf (12 in 85 in)/144 (726 ft)2/10 MDW (25 5) psf (726 ft)2/10 0158 kip-ft/ft Total dead moment 056 0158 0718 kip-ft/ft
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Live load moment: Refer to AASHTO LRFD Speci cations 2004, Section A4, Table A4-1; Strength I (LL Max 175; Impact factor IMP 33 percent; S 80 ft)
AASHTO Table A4-1 moments were calculated using equivalent strip method and are based on: HL-93 moving loads of HS-20 truck and lane load of 220 psf acting over 10 ft lane width: Max ve M(LL I) 481 kip-ft/ft @ 6 in from center line of beam
* For precast construction load combinations, refer to Sec 582)
BRIDGE WIDENING AND DECK REPLACEMENT STRATEGY
Max ve M(LL I) 569 kip-ft/ft (impact included) Factored ve moment Mu (125 056 15 0158 175 569) 1089 kip-ft/ft (125 056 15 0158 175 481) Factored ve moment Mu 935 kip-ft/ft C Assume bar diameter and spacing, compute Mn and compare with Mu, Ensure that Mn Mu or calculate as Mu / /fy jd Resistance factors: Strength 09; Serviceability 10 (refer to Sec 623) D For ve moment, assume 5/8 in diameter bars at 9 in centers at bottom (approximate solutions are given in design manuals): d 85 10 0625/2 719 in As /4 (0625)2 (12 in/9 in) 041 inch2 a As fy /085 fc b As 60/ (085 40 12) 147 As Mn Mu As fy (d a/2) Mu results in a non-linear equation for As 09 As 60 (719 147/2 As) 719 54 As 0735 54 (As)2 (As)2 9782 (As) 3293 0; 1089 13068 12
Add and subtract (4891)2 (As 4891)2 23922 3293 0 (As) v20628 4891 0349 in2 Bottom reinforcement 5/8 in diameter @ 10 in centers (0362 in2 Check: Equation of type ax2 bx c 0 (b 2 4ac) }/2a x { b a 1, b 9782, c 3293 x {9782 97822 4 1 3293 }/2 1 x {9782 8252 }/2 {9782 908}/2 0349 or 9431 Neglecting imaginary root, x 0349 Calculations are Okay
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