1、内力计算截面配筋验算开始拟定尺寸是否通过计算结束否是Haa221 Hbb221 112baPp dymMx maxxxmadymM maxxmMa 3232321llHalaa 3232321lldHaldaa 3221ltHataa 00min015.2465.0lPPlMMax )2(8)1(81120blaPglMp )(1(222110yAyAglQs 2081glMg)4(4)1(10blaPMsp 2021glMsg 2021glMsg )(),2(2)1()2()1()(,4)1(21)1(01101010120120时时时时lbblaPblpbMlblabPplMspsp ii
2、ipyPmS )1()(211babPR )(212baaPR )(212dcdPR )(213dccPR 222RRR ggm 410 qqm 210rrrpam 01211 2211 2221 1221 22212122122211112111max2222 PPPPM )2121()2121(22122122212111 PPccmPmP212111 212111)()(PmPmcc 22122121 cm),(),(),(,yxyxpyxSyx )()(),(2,1yxyxpyx )()()()(2,1yxxPyyx xyxxPyy)()()()(12 xcxxPm)()(1),(),
3、(),(,yxyxpyxSyx ),()(),(2,1yxxyxpyx ),()()()(2,1yxxxPyyx yxxxPyxy,12)()(),()(xcxxPxm)()()(1 21212121)()()()()()(ppxQxQxMxMxwxw lxPxp sin)(0 21nwww tgawii tgawii 348iiiiiwaIREIlRw 或或iiiiiiiaItgaIwIR niiiniiniiiIPawPIawR111PIIRniiii 1 121iiiniiiePIaaR niiiiiiIaIaePR12 12iiiIaeP iiiRRR PeaIaIPIIiniiiin
4、iii211 PeaIaIPIIRiniiiiniiii211 iniiiaaePnPR 12a3iiiTiTiEIlRwGIlM4843 和和 iiawtg iiTiiTiEIaGIlRM122 iiialEIR348 eMaRTiii 1iiiiiiTiiiiiTiiiiiiIaIeaIaEIGlIaIeaIEGlIaIeaR222222121112 iiiiiiiIaIeaIIR2 1121122 iiTiIaEIGl iiTiiTiEIaGIlRM122 iiialEIR348 451434132312121111543211gpggpggpggpgp号板号板号板号板号板号板号板号板号
5、板号板 00004444343242141343433323213124243232221211414313212111ppppgggggggggggggggg 00222432142413124141343322134231244332211 ppppwbwbw 00004443434343332323232221211212111ggggggggggp 45115434114323113212112111111gpggpggpggpgp iiww11 21aa 111iiwap iiwap121 iipp11 位移互等定理板条相同wb/2 0)1(2)1(0)1()1(2)1(0)1()1
6、(2)1(1)1()1(24343232121gggggggggg 00004443434343332323232221211212111ggggggggggp 引入刚度参数EIplw44 TGIpbl222 22244228.5422/2 lbIIlbGIEIEIplGIpblbwbTTT 000000001888787484383878777676474373272767666565363262161656555252151848747444343838737636434333232727626525323222121616515212111pMMggMMMgggMMMgggMMggMMg
7、gMMMgggMMMgggMMgg pyMyxMxMyxyx 222222 xyxyxyxyyyxxvEGvvEvvE )1(2)(1)(122 yxwzywzxwzxyyx222222 yxwDvMxwvywDMywvxwDMxyyx 222222222)1()()(222222hhhhhhzdzMzdzMzdzMxyxyyyxx Dpywyxwxw 44224442 yxwzywzxwzxyyx222222 222222hhhhhhzdzMzdzMzdzMxyxyyyxx GvEvExyxyxyyyyyxxxx )(1)(1 22222222212222122)()(hhhhhhyxwDz
8、dzMxwDywDzdzMywDxwDzdzMxyxyxyyyyxxx ),(24422444yxpywDyxwHxwDyx Dpywyxwxw 44224442 yxwGJMyxwGJMywEJMxwEJMTyyxTxxyyyxx222222,),(24422444yxpywDyxwHxwDyx ),()(4422444yxpywEJyxwJJGxwEJyTyTxx ),(24422444yxpywEJyxwJJaExwEJyyxx 1k=Cw12k=Cw23k=Cw3nk=Cwn111)(1321 niiknkkkk )(11)(1321wCAwCCwCwCwCwniin )(1wAC w
9、BwA 2)(wBC21 wBwCwikikik2 wBwkiki2 位移互等定理wwKkiki 引入BKkiki2 Kki是欲计算的板条位置k、荷载位置i、扭弯参数以及纵、横向截面抗弯刚度之比的函数，已经被制成图表制表人Guyon、Massonnet，本方法称G-M法bBKbRkikiki 2 nKnBBKRkikiki 22nBb2 8291)(161811iiwwww8)(219182 wwwwwwii 82918)(21iiKKK计算剪力时横向分布沿桥纵向的变化荷载 P=1 作用于截面 r 的左侧时：左左左左11)(1121212211RRRQeMbReMMbRbRMriiir荷载 p=1 作用于截面 r 的右侧时：左左左左121212211)(RRRQMbRMMbRbRMriiir
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