混凝土的侧压力计算

1、计算说明书1.碎侧压力计算及分布3碎表观密度 工=24KN / m硅浇筑温度t = 10 C硅浇筑速度v =0.6m/h外加剂修正系数一：1 = 1塌落度修正系数 -：2 =1新浇混凝土荷载分项系数为1.2F =0.22 ct0 ；2V2 =32.7189KN /m2F = cH =71KN /m2 c取 32.7189KN/m 2Pm =F 1.2 =39.284KN / m2Pmh -1.636m 3h -4.908m最大侧压力为 39.284 1.5KN/m=58.896KN/m工作平台荷载：（以允许荷载计算）上下工作平台允许荷载75 9.8 1.5N/m =1.1025KN/m主工作平

2、台允许荷载150 1.5 9.8N/m = 2.205KN/mL 102KN/m10.5KN/m40,11855KX/mI f /42.528KN/m58,896KVmIIII/102KMli计算模型及荷载分布图2 .计算模型见上图3 .计算程序见求解器位移图位移计算杆端位移值（乘子=.01）（单位：cm）杆端1杆端2v-竖直位移a转角单元码 u -水平位移 v -!竖直位移a转角u -水平位移10.00679671 -0.28711157-0.079566510.00000000-0.31893817-0.079566512 -0.03649118 -0.41952833-0.0191888

3、9-0.00949022-0.218829270.479479413 -0.03649118 -0.40944124-0.01740805-0.03649118-0.41952833-0.019188894 -0.63596077 -0.09873477-0.10055070-0.74541604-0.09865762-0.168835655 -0.84293385 -0.10715536-0.00938523-0.25336537-0.123434730.784414726 -0.74541604 -0.09865762-0.16883565-0.84293385-0.10715536-0.

4、009385237 -0.00949022 -0.218829270.479479410.00679671-0.28711157-0.0795665180.00679671 -0.28711157-0.07956651-0.06686375-0.28738421-0.009502979 -0.06686375 -0.28738421-0.00950297-0.06686375-0.293337050.0130890610 -0.03649118 -0.419528330.26211266-0.74541604-0.098657620.2621126611 -0.03649118 -0.4195

5、2833-0.019188890.00679671-0.28711157-0.0795665112 -0.62385993 -0.03272964-0.07687103-0.62385993-0.09874488-0.0994630613 -0.62385993 -0.09874488-0.09946306-0.63596077-0.09873477-0.1005507014 -0.00949022 -0.218829270.47947941-0.00545688-0.128739650.5567982015 -0.00545688 -0.128739650.556798200.0000000

6、00.000000000.5612073116 -0.25336537 -0.123434730.78441472-0.11655866-0.125487560.8008743917 -0.00949022 -0.218829270.54906891-0.11655866-0.125487560.5490689118 -0.00545688 -0.128739650.56975274-0.11655866-0.125487560.56975274峭桦励CF-9049.73 0 6) 5446.卜28。队0)了11347.3636190 2 14:341242702 7J 5883J50.00&

7、#163;6546.3732429节：S71i%29235 2 880 (9 ) 352.80.218813.899394594_90919.5520282378弯矩图(1)004 )6525497.18(10 )5 )9167309111-25.7760746.360.00 3 甩245.82( 2 )3()-1367.65) .99(9 ) -882.00218813.89939459490919.5520282378剪力图杆端内力值( 乘子=1)(单位：N (N*m)杆端1杆端2单元码轴力剪力弯矩轴力剪力内力计算弯矩1-90919.55200.000000000.00000000-909

8、19.55200.000000000.000000002171788.68521091.0208-1699.70789171788.68517895.975826546.371230.000000000.000000000.000000000.00000000-1245.82500-351.9455624-882.000000-0.00000002-352.800000-882.000000-23385.7701-9049.725195126069.68825497.175922446.2317126069.688-43673.99207511.926636126069.68860746.35

9、57-9049.72519126069.68825497.175922446.23177150170.5343262.99283-58835343262.992832055.715268882.0000000.00000000352.800000882.0000000.00000000352.80000090.00000000-882.000000352.8000000.000000000.000000000.0000000010-152298.8690.000000000.00000000-152298.8690.000000000.0000000011-17311

10、7.238-1077.292831347.76233-173117.238-1077.29283-1702.91526120.000000000.000000000.000000000.00000000-882.000000-352.80000013-882.000000-0.00000003-352.800000-882.000000-0.00000003-352.80000014218725.919-182367.65032429.5175218725.919-182367.6501427.0169915218725.919-6204.421721427.01699218725.919-6

11、204.421720.0000000016126069.688-43673.99207511.92663126069.688-43673.99200.0000000017-66458.7968-2.250000000.34375000-66458.7968-2.25000000-0.3750000018176163.2280.000000000.00000000176163.2280.000000000.00000000反力计算结点约束反力合力支座结点水平竖直力矩大小角度13 -90919.5520 0.00000000 0.0000000090919.5520 180.0000000.0000000014218725.919 6204.42172 0.00000000218813.899 1.624827460.00000000约束反力值( 乘子=1)(单位：N (N*m)力矩4 .模板变形校核面板的最大变形量 为-0.00842934 m ，则% =0.0084293% 1 =2.719x10”略大于 1400 = 2.5父10工5 .高强螺栓强度校核8.8级M3碗强度螺栓容许的最大拉应力为。=600 N / mm2