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1、附录一等截面等跨连续梁在常用荷载作用下的内力系数表1在均布及三角形荷载作用下：M=表中系数ql ;V=表中系数ql ;2.在集中荷载作用下：M=表中系数Ql ;V=表中系数Q ;3.内力正负号规定：M使截面上部受压、下部受拉为正；V对临近截面所产生的力距沿顺时针方向者为正。两 跨 梁 附表1-1荷载图跨内最大弯距支座弯距剪力M 1M2MBVAVBlVBrVc0.0700.0703-0.1250.375-0.6250.625-0.3750.096-0.0630.437-0.5630.0630.0630.0480.048-0.0780.172-0.3280.328-0.1720.064-0.039
2、0.211-0.2890.0390.0390.1560.156-0.1880.312-0.6880.688-0.3120.203-0.0940.406-0.5940.0940.0940.2220.222-0.3330.667-1.3331.333-0.6670.278-0.1670.833-1.1670.1670.167三跨梁附表1-2荷载图跨内最大弯距支座弯距剪力M 1M2MBMcVAVBlVBrVclVcrVD0.0800.025-0.100-0.1000.400-0.6000.500-0.5000.600-0.4000.101-0.050-0.0500.450-0.550000.550-
3、0.4500.075-0.050-0.0500.050-0.0500.500-0.5000.0500.0500.0730.054-0.117-0.0330.383-0.6170.5830.083-0.017-0.0170.094-0.0670.0170.433-0.5670.0830.083-0.017-0.0170.0540.021-0.063-0.0630.183-0.3130.250-0.2500.313-0.1880.068-0.031-0.0310.219-0.281000.281-0.2190.052-0.031-0.0310.031-0.0310.250-0.2500.0510.
4、0310.0500.038-0.073-0.0210.177-0.3230.302-0.1980.0210.0210.063-0.0420.0100.208-0.2920.0520.052-0.010-0.0100.1750.100-0.150-0.1500.350-0.6500.500-0.5000.650-0.3500.213-0.075-0.0750.425-0.575000.575-0.4250.175-0.075-0.075-0.075-0.0750.500-0.5000.0750.0750.1620.137-0.175-0.0500.325-0.6750.625-0.3750.05
5、00.0500.200-0.1000.0250.400-0.6000.1250.125-0.025-0.0250.2440.067-0.2670.2670.733-1.2671.000-1.0001.267-0.7330.2890.133-0.1330.866-1.134001.134-0.8660.200-0.1330.133-0.133-0.1331.000-1.0000.1330.1330.2290.170-0.311-0.0890.689-1.3111.222-0.7780.0890.0890.2740.1780.0440.822-1.1780.2220.222-0.044-0.044
6、 / 四跨梁附表1-3荷载图跨内最大弯距支座弯距剪力M 1M2M3M4MBMCMDVAVBlVBrVclVcrVDlVDrVE0.0770.0360.0360.077-0.107-0.071-0.1070.393-0.6070.536-0.4640.464-0.5360.607-0.3930.1000.081-0.054-0.036-0.0540.446-0.5540.0180.0180.482-0.5180.0540.0540.0720.0610.098-0.121-0.018-0.0580.380-0.6200.603-0.397-0.040-0.040-0.558-0.4420.0560
7、.056-0.036-0.107-0.036-0.036-0.0360.429-0.5710.571-0.4290.0360.0360.094-0.0670.018-0.0040.433-0.5670.0850.085-0.0220.0220.0040.0040.071-0.049-0.0540.013-0.049-0.0490.496-0.5040.0670.0670.013-0.0130.0620.0280.0280.052-0.067-0.045-0.0670.183-0.3170.272-0.2280.228-0.2720.317-0.1830.0670.055-0.084-0.022
8、-0.0340.217-0.2340.0110.0110.239-0.2610.0340.0340.0490.0420.066-0.075-0.011-0.0360.175-0.3250.314-0.186-0.025-0.0250.286-0.2140.0400.040-0.022-0.067-0.022-0.022-0.0220.205-0.2950.295-0.2050.0220.0220.088-0.0420.011-0.0030.208-0.2920.0530.063-0.014-0.0140.0030.0030.051-0.031-0.0340.008-0.031-0.0310.2
9、47-0.2530.0420.042-0.008-0.0080.1690.1160.1160.169-0.161-0.107-0.1610.339-0.6610.554-0.4460.446-0.5540.661-0.3300.2100.183-0.080-0.054-0.0800.420-0.5800.0270.0270.473-0.5270.0800.0800.1590.1460.206-0.181-0.027-0.0870.319-0.6810.654-0.346-0.060-0.0600.587-0.4130.1420.142-0.054-0.161-0.0540.054-0.0540
10、.393-0.6070.607-0.3930.0540.0540.200-0.100-0.027-0.0070.400-0.6000.1270.127-0.033-0.0330.0070.0070.173-0.074-0.0800.020-0.074-0.0740.493-0.5070.1000.100-0.020-0.0200.2380.1110.1110.238-0.286-0.191-0.2860.7141.2861.095-0.9050.905-1.0951.286-0.7140.2860.222-0.143-0.095-0.1430.857-1.1430.0480.0480.952-
11、1.0480.1430.1430.2260.1940.282-0.321-0.048-0.1550.679-1.3211.274-0.726-0.107-0.1071.155-0.8450.1750.175-0.095-0.286-0.095-0.0950.0950.810-1.1901.190-0.8100.095550.0950.274-0.1780.048-0.0120.822-1.1780.2260.226-0.060-0.0600.0120.0120.198-0.131-0.1430.036-0.131-0.1310.988-1.0120.1780.178-0.036-0.036五 跨 梁 附表1-4荷载图跨内最大弯距支座弯距剪力内力M 1M2M3MB
