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qr code with logo c# SECTION 2 in Software
SECTION 2 Generating EAN 13 In None Using Barcode creator for Software Control to generate, create GS1  13 image in Software applications. EAN / UCC  13 Decoder In None Using Barcode reader for Software Control to read, scan read, scan image in Software applications. STRENGTHENING AND REPAIR WORK
Print EAN13 In C#.NET Using Barcode encoder for .NET Control to generate, create EAN13 Supplement 5 image in Visual Studio .NET applications. Generate GTIN  13 In .NET Framework Using Barcode drawer for ASP.NET Control to generate, create EAN13 Supplement 5 image in ASP.NET applications. For noncomposite and noncompact 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 (nonsymmetric axle 3 Negative moment at supports for nonsymmetric axle loads European Article Number 13 Creator In .NET Using Barcode printer for VS .NET Control to generate, create EAN 13 image in VS .NET applications. Print EAN 13 In VB.NET Using Barcode creator for .NET framework Control to generate, create GTIN  13 image in VS .NET applications. 657 Shear Design
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Bar Code Drawer In None Using Barcode drawer for Software Control to generate, create bar code image in Software applications. Code 3 Of 9 Encoder In None Using Barcode maker for Software Control to generate, create Code 39 Full ASCII image in Software applications. 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 (nonsymmetric 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 4State Customer Barcode Creation In None Using Barcode printer for Software Control to generate, create 4State Customer Barcode image in Software applications. Code 3/9 Maker In None Using Barcode printer for Office Excel Control to generate, create Code 39 Full ASCII image in Microsoft Excel applications. RATING OF SECONDARY STRUCTURAL MEMBERS
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Making Data Matrix 2d Barcode In Visual Studio .NET Using Barcode maker for ASP.NET Control to generate, create Data Matrix image in ASP.NET applications. Read Code 3 Of 9 In Java Using Barcode scanner for Java Control to read, scan read, scan image in Java applications. (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 GS1 RSS Maker In Visual Studio .NET Using Barcode printer for Visual Studio .NET Control to generate, create GS1 RSS image in Visual Studio .NET applications. USS Code 128 Printer In Java Using Barcode encoder for Java Control to generate, create Code 128 Code Set B image in Java applications. 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 TwoGirder 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 HL93 (HS25 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 HL93 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 3S2 (40 Tons) and Type 33 (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

