manual de diseño de puentes 03 analisis estructural

7/29/2019 Manual de Diseo de Puentes 03 Analisis Estructural

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BRIDGE DESIGN MANUALCriteria

Analysis Contents

Page

3.0 Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.1-1

3.1 General Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

3.1.1 Philosophy of Analysis Procedures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

3.1.2 Analysis Methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

3.2 Frame Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.2.1 Theory . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.2.2 Member and Frame Factors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.2.3 Partial Fixity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.2-1

3.2.4 Development of F.E.M.s and Distribution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.2.5 Influence Lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.3 Sidesway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.4 Trusses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.5 Computer Methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.5.1 General Discussion of Computer Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.5.2 List of Programs Available . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.6 Other Analysis Methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.6.1 Energy Methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.6.2 Castiglano . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.6.3 Virtual Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.6.4 The Buckling Problem . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.6.5 Finite Element . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.7 Dynamic Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.8 Special Analysis Problems by Bridge Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.8.1 Suspension bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.8.2 Cable Stayed Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.9 Special Problems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.9.1 Skew . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

3.9.2 Footing Deflections and Rotations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *

Appendix A

3.0-A1 Concentrated Load Coefficients General

3.0-A2 Concentrated Load Coefficients Case I

3.0-A3 Fixed End Moment Coefficient Chart3.0-A4 Influence Lines Two Equal Spans

3.0-A5 Coefficients and Factors for Double Tapered Members

3.0-A6 Stiffness Factors for Tapered Members

3.0-A7 Carry Over Factors for Tapered Members

3.0-A8 Fixed End Moments for Tapered Members

*Indicates sections not issued to date.

July 1994 3.0-i


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Analysis General Considerations

3.0 Analysis

3.1 Gener al Consider ations

3.1.1 Philosophy of Analysis Procedur es

For the design of concrete bridges, in distribution of moments, generally use the gross moment of inertia

of the concrete superstructure. In lieu of including the transformed area of steel for columns or othercompression members, 120 percent of the gross moment of inertial of columns and other compression

members may generally be used.

3.1.2 Analysis M ethods

The maximum live load deflection computed shall be in accordance with AASHTO except that the maxi-

mum live load deflection in a span shall not exceed 1/1000 and for a cantilever 1/375, regardless of

whether the bridge is used by pedestrians.

July 1994 3.1-1


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Analysis Frame Analysis

3.2.1 Theory (Vacant)

3.2.2 M ember and Frame Factor s (Vacant)

3.2.3 Par tial Fixity

In general, assume 50 percent fixity of footings except footings on rock shall be 100 percent fixed. For

frame analysis, the point of fixity shall normally be taken to be at the approximate center line of footing.For column design, Volume 2 Sheets 9-220 through 9-225 shall be consulted. This shall hold for footings

with or without seals. Where superstructures are supported directly on piles, for analyses of the structure

the piles may be assumed fixed at a point 5 feet to 10 feet in the ground. For flat slab bridges supported

on piling, the piles shall be assumed pinned at the tops. For design of structures with large diameter

shafts see Section 9.8

For one column piers assume the footing fully fixed in the direction transverse to the roadway. For loads

on one column piers assume the pier acts transversely as a simple cantilever, fixed at the footing, with no

allowance for torsional, or lateral stiffness of the superstructure.

July 1994 3.2-1


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July 1994 3.0-A1

BRIDGE DESIGN MANUALAppendix A

Concentrated LoadAnalysis Coefficients General


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3.0-A2 July 1994


Concentrated LoadAnalysis Coefficients Case I


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Fixed End MomentAnalysis Coefficient Chart

July 1994 3.0-A3-1


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Fixed End MomentAnalysis Coefficient Chart

3.0-A3-2 July 1994


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July 1994 3.0-A4


InfluenceLinesAnalysis Two Equal Spans


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July 1994 3.0-A5-1


Coefficients and FactorsAnalysis for Double Tapered Members


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Coeff icientsand FactorsAnalysis for Double Tapered Members

3.0-A5-2 July 1994


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July 1994 3.0-A6


Stiff ness FactorsAnalysis for Tapered Members


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3.0-A7 July 1994


Carry Over FactorsAnalysis for Tapered Members


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July 1994 3.0-A8-1


Fi xed End MomentsAnalysis for Tapered Members


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Fi xed End MomentsAnalysis for Tapered Members

manual de diseño de puentes 03 analisis estructural

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