## Structural analysis |

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Page 63

30 ft a 3 kit | ' Hinno 7ffi Hinge 50 ft- 10 ft V/)fr//, -20 ft — -SOft- Problein 4.34 (Ans.

Max V = 215k, max M - 7000'k) 30R 30k -20

30 ft — 14.83" 38.92" 49.73" 4.52" Problem 4.35 Given: Moment at fixed end ...

30 ft a 3 kit | ' Hinno 7ffi Hinge 50 ft- 10 ft V/)fr//, -20 ft — -SOft- Problein 4.34 (Ans.

Max V = 215k, max M - 7000'k) 30R 30k -20

**ft**-**20 ft**— -40 ft- 40 ft 10**ft**—**20 ft**—30 ft — 14.83" 38.92" 49.73" 4.52" Problem 4.35 Given: Moment at fixed end ...

Page 300

10" M 20" », 20" * 20k »• A 20 ft 30 ft- 7/777/ //77//, '//?///. -20 ft —4— 20 ft —4- — 5

?/////, 20

M = 125'k, S = -22.08k; cantilever method for OP: V = 12.48k, M = 124.8'k.

10" M 20" », 20" * 20k »• A 20 ft 30 ft- 7/777/ //77//, '//?///. -20 ft —4— 20 ft —4- — 5

?/////, 20

**ft 20 ft 20 ft**1 -30 ft- Probletn 16.12 (Ans. Portal method for OP; V = 12.5k,M = 125'k, S = -22.08k; cantilever method for OP: V = 12.48k, M = 124.8'k.

Page 503

30" 60k J L 10 ft MV//, .K / constant 10

2.4 klf OS TZZZZZZZZZZZZZZZZZZZZZZZZZZZZLl ' = 400 / = 600 i / = 400 -40 ft •)

— X h'^' *° ft 1 Problem 23.2 (Ans. JW, = MD = -355'k, Mfl = Mc = -250'k) 3.6 klf ...

30" 60k J L 10 ft MV//, .K / constant 10

**ft 20 ft**- 10**ft**-**20 ft**- -30 ft- Problem 23.1 $42.4 klf OS TZZZZZZZZZZZZZZZZZZZZZZZZZZZZLl ' = 400 / = 600 i / = 400 -40 ft •)

— X h'^' *° ft 1 Problem 23.2 (Ans. JW, = MD = -355'k, Mfl = Mc = -250'k) 3.6 klf ...

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### Contents

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20 ft Problem AASHTO accompanying illustration analysis analyzed assumed beam of Fig beam shown bridge calculations cantilever cause centerline Chapter chord column component of force compression compression members computed concentrated load considered contraflexure determined diagonals drawn elastic EXAMPLE external loads Figure fixed-end moments force in member force polygon free body ft 20 ft girder influence line intersection joint L0 line of action live loads M/EI diagram matrix maximum shear member forces method of joints method of moments obtained ordinates panel points plastic analysis plastic hinge points of inflection positive reaction components redundant resultant rotation section 1-1 shown in Fig sign convention simple beam simultaneous equations slope and deflection Solution space frames span statically indeterminate structures steel stress taking moments tension theorem truss members truss of Fig truss of Prob truss shown uniform load unit load unknown unstable values vertical components zero