土木工程专业-五层框架式商厦-毕业设计 - 图文 (7)

黑龙江八一农垦大学本科毕业设计 q1=3.938kN?m?1 q1'=3.15kN?m?1

'分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图6.1所示几何关系q2和q2可得

'=6.32×3.6=22.752kN?m?1 q2=6.32×3.6=22.752kN?m?1 q2P1和P2分别为由边纵梁、中纵梁直接传给柱的恒载，包括梁自重、楼板重合女儿墙等的重力荷载，计算如下

PM11qP22Pq122Pq122Pq122Pq122Pq21M1G7200F7200E7200D7200C7200B7200A

各层梁上作用的恒荷 P1=[(3.6×1.8×0.5)×2+

3.6?7.27.2×1.8]×6.32+3.938×7.2+3.15×+2.04 22×1.2×7.2=159.7kN

P2=[(3.6×1.8×0.5)×2+

＝137.46kN

3.6?7.27.2]×6.32+3.938×7.2+3.15×7.2+3.15× 22集中力矩M1?P1e1=159.7×0.15＝23.96kN?m

M2?P2e2=137.46×0=0kN?m

对于2～4层，q1包括梁自重和其上横墙自重为均布荷载，其它荷载计算方法同第5层

q1=3.938+2.04×3.6=11.282kN?m?1 q1'=3.938kN?m?1

'=15.12kN?m?1 q2=4.2×3.6=15.12kN?m?1 q2P1 =(3.6×1.8×0.5×2+

3.6?7.27.2×1.8)×4.2+3.938×7.2+3.15×+2.04×(6.622×3.6-2.1×2.4×2)+0.4×2.1×2.4×2=111.81kN

P2 =(3.6×1.8×0.5×2+

3.6?7.27.2×1.8)×2×4.2+3.938×7.2+3.15×+2.04×223.37×(7.2-0.6)=182.12kN

M1?P1e1=111.81×0.15=16.77kN?m M2?P2e2=0kN?m

对于1层，q1包括梁自重和其上横墙自重为均布荷载，其它荷载计算方法同第4层

q1=3.938+2.04×4.5=13.118kN?m?1 q1'=3.938kN?m?1

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黑龙江八一农垦大学本科毕业设计 '=15.12kN?m?1 q2=4.2×3.6=15.12kN?m?1 q2P1 =(3.6×1.8×0.5×2+

3.6?7.27.2×1.8)×4.2+3.938×7.2+3.15×+2.04×(6.622×3.9-2.1×2.4×2)+0.4×2.1×2.4×2=125.45kN

P2 =(3.6×1.8×0.5×2+ =181.45kN

3.6?7.2×1.8)×2×4.2+2.04×3.37×(7.2-0.6) 2M1?P1e1=125.45×0.15=18.818kN?m M2?P2e2=0kN?m

6.1.2.2 活荷载计算

活荷载作用下各层框架梁上的荷载分布如图6.3所示

PM11qP22Pq122Pq122Pq122Pq122Pq21M1G

7200F7200E7200D7200C7200B7200A各层梁上作用的活荷

对于5层

'=3.6×2=7.2kN?m?1 q2=3.6×2=7.2kN?m?1 q23.6?7.2??P?3.6?1.8?2??1.8??2?45.36kN 1?2??3.6?7.2?? P2??3.6?1.8?2??1.8??2?2?90.72kN

2??M1?P1e1=45.36×0.15=6.804kN?m M2?P2e2=0kN?m 在屋面雪荷载作用下

'=0.72kN?m?1 q2=0.72kN?m?1 q2P1 =4.536kN

P2 =(3.9×1.8+5.25×1.95+9.45)×0.45=12.28kN

M1?P1e1=4.536×0.15=0.68kN?m M2?P2e2=0kN?m 对于2～4层

'=7.2kN?m?1 q2=7.2kN?m?1 q2

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黑龙江八一农垦大学本科毕业设计 P1 =32.4kN P2 =64.8kN M1?P1e1=32.4×0.15=4.86kN?m M2?P2e2=0kN?m 对于1层

'=7.2kN?m?1 q2=7.2kN?m?1 q23.6?7.2??P?3.6?1.8?2??1.8??2?45.36 P2 =68.04kN 1?2??M1?P1e1=45.36×0.15=6.804kN?m M2?P2e2=0kN?m 将以上结果汇总，见表6.1和表6.2

表6.1 横向框架恒荷载汇总表 层 次 5 4～2 1 q1 kN.m?1 3.938 11.282 13.118 q1' kN.m?1 3.15 3.938 3.938 q2 kN.m?1 22.752 15.12 15.12 ' q2P1 kN 159.7 118.81 125.45 P2 kN 137.46 182.12 181.45 M1 kN.m 23.96 16.77 18.818 kN.m?1 22.752 15.12 15.12 表6.2 横向框架活荷载汇总表 层 次 5 4～2 1 q2 kN.m?1 ' q2P1 kN 45.36(4.536) 32.4 45.36 P2 kN 90.72(12.28) 64.8 68.04 M1 kN.m 6.804(0.68) 4.86 6.804 kN.m?1 7.2(0.72) 7.2(0.72) 7.2 7.2 7.2 7.2 6.1.3 内力计算 梁端，柱端弯矩采用弯矩二次分配法计算。由于结构和荷载均对称，故计算时可用半框架。弯矩计算过程如图6.4，所得弯矩如图6.5，梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到。计算柱底轴力还需考虑柱的自重，如表6.3和表6.4

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黑龙江八一农垦大学本科毕业设计 上柱下柱右梁0.6010.39323.96 -101.447.03 92.0216.65 -0.48-9.82-6.3553.86 -16.250.3780.3780.24416.77 -104.833.2933.29 21.4923.52 16.65 -3.13-14.00-14.00 -9.0442.81 35.94 -95.530.3780.3780.24416.77 -104.8533.2933.29 21.4916.6516.65 -3.13-11.40-11.40-7.3638.5438.54-93.850.3780.3780.24416.77 -104.8533.2933.29 21.4916.6520.11 -3.13-12.71-12.71 -8.2137.2340.69 -94.70.4280.2950.27718.82 -112.7940.2227.72 26.0316.65 -4.31-5.28-3.64 -3.4251.5924.08-94.49左梁上柱下柱右梁0.2820.4360.282-98.04101.44 -0.96-1.48 -0.96-4.81 046.01-11.62134.87-17.46-11.62-24.25-110.62左梁上柱下柱右梁0.2820.4360.28298.04-98.0400 00 0-0.480.21-0.140.1497.70.21-97.90.1970.3030.3030.197-73.13104.85-6.25-9.61-9.61-6.2510.75-0.74-4.81 0-1.02-1.58-1.58-1.02108.33-11.93-16.00-80.400.1970.3030.3030.197104.85-73.13-6.25-9.61-9.61-6.2510.75-4.81-4.81 0-0.22-0.34-0.34-0.22109.13-14.76-14.76-79.60.1970.3030.3030.197104.85-73.13-6.25-9.61-9.61-6.2510.75-4.81-6.6500.140.220.220.14109.49-14.2-16.04-79.240.2170.3350.2310.217112.79-73.13-8.61-13.29-9.16-8.6113.02-4.810-1.78-2.75-1.90-1.78115.42-20.85-11.06-83.520.1970.3030.3030.19773.13-73.13000 00 0-3.130.950.95-0.620.6270.620.950.95-72.150.1970.3030.30373.13000-3.1300.620.950.9570.620.950.950.197-73.13000.62-72.510.1970.3030.3030.197-73.1373.130000-3.13000.620.950.950.6270.620.950.95-72.510.2170.3350.2310.21773.13000-4.3100.941.441.0070.71.441.00-73.13000.94-72.1912.045.530.50(a)恒荷作用下框架弯距图(kN.m)

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黑龙江八一农垦大学本科毕业设计 上柱下柱右梁0.6070.3936.8 -57.8230.97 20.0510.01 0-6.08 -4.9334.9 -42.70.3780.3780.2444.86 -57.8220.0220.02 12.9215.4910.01 0-9.64-9.64 -6.2226.0520.39 -51.120.3780.3780.2444.86 -57.8220.0220.02 12.9210.0110.01 0-7.57-7.57 -4.8822.4622.46 -49.780.3780.3780.2444.86 -57.8220.0220.02 12.9210.0110.92 0-7.91-7.91 -5.11 22.1223.03 -50.010.4280.2950.2776.80 -57.8221.8415.05 14.1310.01 0-4.28-2.95 -2.7727.5712.1 -46.46左梁上柱下柱右梁0.2820.4360.28257.82-57.820 0 0 0 010.03-4.37-2.83-2.8365.02-4.37-60.650.260.480.2657.82-57.820 0 0 0 06.46-1.27-1.96-1.96-1.2763.01-1.96-1.96-59.09左梁上柱下柱右梁0.2820.4360.28257.82-57.820 0 0 0 000 0 057.82-57.820.2657.8200057.820.480.26-57.82 0 0 0 0 0 0-57.820.1750.3250.32557.820006.4600-1.27-1.96-1.9663.01-1.96-1.960.175-57.8200-1.27-59.090.1750.3250.3250.17557.82-57.820 0 0 0 000 0 057.82-57.820.1750.3250.3250.17557.8200057.82-57.82 0 0 0 0 0 0-57.820.1750.3250.3250.17557.82-57.8200002.17000-1.27-1.96-1.96-1.2763.01-1.96-1.96-59.090.1950.36157.82007.070-1.53-2.3763.36-2.370.3610.195-57.82000-1.63-1.53-1.63-59.350.820.1950.3610.3610.19557.82-57.820 0 0 0 000 0 057.82-57.826.050(a)活荷作用下框架弯距图(kN.m)

图6.4横向框架弯矩的二次分配法（kNm）

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