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1、五活荷载内力计算(屋面布雪荷载)(一) 活荷载计算1. 屋面框架梁线荷载标准值q5AB=0.65x3.9=2.54kN/mq5BC=0.65x3.0=1.95kN/m2. 楼面框架梁线荷载标准值qAB=2.0x3.9=7.8kN/mqBC=2.5x3.0=7.5kN/m3. 屋面框架节点集中荷载标准值边节点：纵向框架梁传来的雪荷载3.92x0.65/2=4.94kN次梁传来的雪荷载(1-2x0.272+0.273)x0.65x3.9x7.2/2=7.98kN则 Q5A=12.92kN中节点：纵向框架梁传来的雪荷载 4.94+(1-2x0.192+0.193)x0.65x7.8x3/2=12.0
2、5kN则 Q5B=12.05+7.98=20.03kN4. 楼面框架节点集中荷载标准值边节点：纵向框架梁传来的活荷载3.92x2.0/2=15.21kN次梁传来的活荷载(1-2x0.272+0.273)x2.0x3.9x7.2/2=24.54kN则 QA=39.75kN中节点：纵向框架梁传来的雪荷载 15.21+(1-2x0.192+0.193)x2.0x7.8x3/2=42.55kN则 Q5B=42.55+24.54=67.09kN(二) 活荷载作用下内力计算1. 计算简图见下页2. 荷载等效3.9a 1 = -7- = 0.27计算简图顶层边跨 q5、力=(1 -2x0.272 + 0.2
3、73)x2.54 = 2.22kN/m顶层中跨 q；中=5x 1.95 = 1.22kN/m中间层边跨 q5边=(1 -2x0.272 + 0.273)x7.8 = 6.82kN/m中间层中跨q；中=5x7.5 = 4.69kN/m荷载等效后的计算简图如下：3. 固端弯矩计算顶层边跨 M = x 2.22 x 7.22 = 9.59kN - m 5AB 12顶层中跨 M5bc = 3X 1.22x 1.52 = 0.92kN-m 中间层边跨 MAB = 12x6.82x7.22 = 29.46kN-m 中间层中跨 M5BC = 3x4.69x 1.52 = 3.52kN-m5.227.683.
4、625.224. 分层计算弯矩1）顶层内力计算过程如下（单位：kNm）1-40.4311-20.5692-10.4422-50.3352-30.223-9.599.59-0.924.135.46一2.73-2.52-5.04-3.82-2.541.091.43一0.72-0.32-0.24-0.165.22-5.227.68-4.06-3.62M图如下（单位：kNm）2）中间层内力计算过程见下贝（单位：kNm)3-60.3013-13-40.3010.3984-30.3314-24-70.2510.2514-50.167-29.4629.46-3.528.878.8711.72一5.86-5.
5、27-10.53-7.98-7.98-5.311.581.582.11一1.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9M图如下（单位：kNm）3.48(1)(2)2.751 i 1 1120.9 Cx10.45 10.45! 1J J一1 1/25.5(4) 9.0 (、 ，二5) 8.25 8.2511 1111i1(6) 3.48 11!12.75 (7)Z / /3）底层内力计算过程如下（单位：kNm）3-60.323-10.3073-40.3734-30.3284-20.2484-70.2594-50.165-29.46
6、29.46-3.529.439.0410.99一5.50-5.16-10.31-7.80-8.14-5.191.651.581.93一0.97-0.32-0.24-0.25-0.1611.0810.62-21.7025.3-8.04-8.39-8.87M图如下（单位：kNm）3.5471)(叩.6821.7011.08I25.308.8710.628.04 8.39I(6) 5.544.20 / / X Z5. 不平衡弯矩分配计算过程如下（单位：kNm）,方框内为原不平衡弯矩左梁上柱下柱右梁1.221.98 3.48 -1.98-1.83 -2.75 0.611.740.171.91 | 3.
7、48 -2.081.36 -1.35 -0.32-1.72 | -2.75 0.683.481.391.39 | 3.48 -2.781.82 -2.75 -1.37-1.37 | -2.75 0.923.481.371.80 -2.75 -1.391.43 | 3.54 -2.8-1.32 | -2.68 0.913.482.41-1.11 -1.300.90 -2.75 -2.070.71 0.46不平衡弯矩调整之后即可得出活荷载作用下框架弯矩图，如下（单位：kNm, 括号内为调幅后的弯矩值）7.508.90(7.57)7.50 -12.36-22.9810.626.1926.868.57
8、21.2011.84 -23.6827.3211.84一-9.6220.5611.88-23.7011.8227.309.6420.5623.009.9726.2013.03 I 10.1120.5531.08X -4.203.01 (2.56).1.55 5 .(1.40)(6.38)(7.43).97(25.44)8.08 (6.87)6257(24.67)68(24.66)2.709(2.43).2.969(2.66) (22.83) s.8_._32 (7.07)3.067(2.75)841(7.15)89809 (6.88),2.71 .9 .(2.44) .(23.22)V(23.
9、21)(22.27)(24.67)(19.53)(20.13)(20.15)(19.55)M图（单位：kNm）6. 跨中弯矩计算伞 17.50 + 8.90M = $ x 2.22 x 7.22 一= 6.19kN - mM5BC = x 1.95 x 3.02 - 3.01 = 1.55kN - m122.98 + 26.86M = 8 x 6.82 x 7.22 2= 49.19 一 24.92 = 19.27kN - mM4BC = x7.5x3.02 -8.32 = 5.63 -8.32 = -2.69kN- mM3AB=44.19 -23.68 + 27.322=18.69kN -
10、mM 3BC=5.63 - 8.08 = -2.45kN - mM2AB=44.19 -23.7 + 27.32=18.69kN - mM2bc = 5.63 - 8.09 = -2.46kN - mMiab = 44.19 - 23 f = 19.59kN - mM = 5.63 - 8.41 = -2.78kN - m因为楼面活载是按满布计算的，故跨中弯矩应乘以1.1进行放大。7. 剪力计算顶层中跨端部剪力c = 1.95 x号=1.46kN其他层中跨段部剪力V = 7.5 x15 = 5.63kNBC2各边跨段部剪力：7.5 8.93.9、 1V = y2 + 2.54 x （7.2 -
11、 -） x = 6.47kN3.9V5BA = 2.54 x （7.2 -瑚）-6.47 = 6.87kN22.98 - 26.863.911V4AB =72+ 7.8 x （7.2 -顼）x = -0.54 + x 40.95 = 19.94kN% = 40.95 -19.94 = 21.01kN“23.68-27.32 1V =+ x 40.95 = 19.97kN3AB 7.22V3ba = 40.95 - 19.97kNV = 23.7 - 27.3 +1 x 40.95 = 19.98kN2AB 7.22V2ba = 40.95 -19.98 = 20.97kNV = 23-26.2
12、 +1 x 40.95 = 20.04kN1AB 7.22V1ba = 40.95 - 20.04 = 20.91kN8. 轴力计算旗人=12.92 + 6.47 = 19.39kNN4a = 19.39 + 39.75 +19.94 = 79.08kNN3A = 79.08 + 39.75 +19.97 = 138.80kNN2A = 138.80 + 39.75 +19.98 = 198.53kNNia =198.53 + 39.75 + 20.04 = 258.32kNN5B = 20.03 +1.46 + 6.87 = 28.36kNN4b = 28.36 + 5.63 + 67.09
13、 + 21.01 = 122.09kNN3b = 122.09 + 72.72 + 20.98 = 215.79kNN2b = 215.79 + 72.72 + 20.97 = 309.48kN樵=309.48 + 72.72 + 20.91 = 403.11kN框架结构的剪力图和轴力图如下：（单位：kN）V，N图（单位：kN）9. 弯矩调幅边跨：端部弯矩值乘以0.85，跨中弯矩值乘以1.2 中跨：端部弯矩值乘以0.85，跨中弯矩值乘以0.9 将调幅后的弯矩值表于框架弯矩图的()内10. 梁端柱边剪力与弯矩V (kN)M (kNm)6.41-6.811.41-4.465.53-2.1419.76-20.835.41-13.6016.58-5.4519.79-20.8
