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SECTION 2
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STRENGTHENING AND REPAIR WORK
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For non-composite and non-compact sections, service II limit state does not need to be checked Maximum positive moment evaluation method is applicable to both single span and continuous beams However, the maximum negative moment evaluation method is only applicable to continuous beams Maximum positive moments in equal span continuous bridges can be calculated using a similar approach as used for single spans Footprints of continuous span bridges show that they are likely to be of unequal span lengths Hence, a simpli ed analysis approach giving a summary of results cannot be formulated Instead, the in uence line method or continuous beam analysis results using conventional three moments theorem are presented and compared to those from computer programs Maximum bending moments: 1 Positive moment at midspan for a variety of loads (non-symmetric axle 3 Negative moment at supports for non-symmetric axle loads
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2 Positive moment at midspan for alternate tandem axle loads (symmetric axle lane loads
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Strength I limit state: SF at girder ends: Compute VDC DW Compute VLL IM Girder web DW, tw: Required end panel transverse stiffener spacing for stiffened girders 15 D Shear resistance of end panel: Maximum shear forces: Maximum shear force at supports for variety of loads (non-symmetric axle lane) Results of a simpli ed analysis approach can be presented in a summary of tables The comparative study would help in frequently used design and rating for moments and forces
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RATING OF SECONDARY STRUCTURAL MEMBERS
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Summary of Rating Procedure for Transverse and Bearing Stiffeners
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(Provided for ready reference) 1 2 3 4 Strength Limit States I and II Refer to (6108) Stiffeners Refer to (610821) for Bearing Stiffener Location Refer to (61082) for Axial Resistance and Bearing Stiffener Geometry
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Shear Connectors
(Provided for ready reference) 1 Strength Limit States I and II 2 Refer to Sec 61074 for shear connectors The following steps are provided for ready reference Prior to developing a software or for solving the equations using hand calculations, equations need to be checked against the latest version of applicable AASHTO LRFD Speci cations or LRFR Manual
APPLICATIONS OF BRIDGE DESIGN AND RATING METHODS
EXAMPLE OF LOAD RESISTANCE FACTOR RATING (LRFR)
671 Analysis Procedure for a Two-Girder Steel Bridge
The following steps are provided for ready reference Prior to developing a software or for solving the equations using hand calculations, equations need to be checked against the latest version of applicable AASHTO LRFD Speci cations or LRFR Manual Refer to AASHTO Manual for Condition Evaluation of Bridges Example A8 Geometry, materials, traf c data: LL Span fc Fy Skew HL-93 (HS-25 truck and lane) 100 ft 25 ksi 30 ksi 500 0 deg 10 ft 15 in horizontal resisting forces above NA Pc Fyc bc tc Force in bottom ange Pt horizontal resisting forces
ADTT
Spacing of oor beams Overlay thickness For equilibrium, below NA Force in top ange
Force in web Pwc Pwt D/2 (LRFD Appendix A 61, Case 1) a dc dt Maximum negative moment
For an economical design, when shear and de ection criteria are met: Maximum positive moment
For oor beams, cantilever overhangs at each end are provided Plastic moment of resistance (Mp) Force in top ange Distance to NA tom ange Distance to NA Force in web x Distance to NA (P d P d) P [( 2 (D 2] / 2D a) a)
c c t t w
Force in bot-
Check for compactness: Positive moment compression ange is fully in contact with the deck and is adequately braced Assume section as compact (LRFD Section 6693) Negative moment section: Lateral bracing Lb (LRFD Section 610417) (ry E/Fyc) [0124 00759 (M1 /Mp)]
SECTION 2
STRENGTHENING AND REPAIR WORK
Sample of a Rating Worksheet
Based on AASHTOWare software an example of output ratings are presented below In this case HL-93 loads were not applied as overstress was possible on some of the members Instead HS 20 vehicle (36 Tons) results are compared with Type 3 (25 Tons), Type 3-S2 (40 Tons) and Type 3-3 (40 Tons) vehicles Structure No:______________ Route:________________ Cycle No: 16 Insp Date: 11/07/2008
SUMMARY OF RATINGS The Load Factor and Working Stress ratings, computed in the 9th Cycle report in accordance with the FHW directive dated November 1993 and AASHTO Manual for Condition Evaluation of Bridges, 1994, as modi ed by Division 4 of the New Jersey Department of Transportation Design Manual, Bridges and Structures, are as follows: Computer Program Used: AASHTOWare Virtis (Version 610) PERCENT (%) SECTION LOSSES: N/A Compressive Strength f'c Concrete 3,000 Concrete (Beam) Reinforcing Steel Material Yield Allowable Stresses (Psi) Inventory Operating 1,200 20,000 18,000 1,650 28,000 24,500
40,000 33,000
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