混凝土側壓力計算

..計算說明書.砼側壓力計算及分布砼表觀密度砼澆筑溫度砼澆筑速度外加劑修正系數塌落度修正系數新澆混凝土荷載分項系數為1.2取32..7189KN/m2最大側壓力為39.2841.5KN/m=58.896KN/m工作平臺荷載：〔以允許荷載計算上下工作平臺允許荷載主工作平臺允許荷載計算模型及荷載分布圖計算模型見上圖計算程序見求解器位移圖位移計算桿端位移值<乘子=.01>〔單位：cm-------------------------------------------------------------------------------------------桿端1桿端2---------------------------------------------------------------------------------單元碼u-水平位移v-豎直位移θ-轉角u-水平位移v-豎直位移θ-轉角--------------------------------------------------------------------------------------------10.00679671-0.28711157-0.079566510.00000000-0.31893817-0.079566512-0.03649118-0.41952833-0.01918889-0.00949022-0.218829270.479479413-0.03649118-0.40944124-0.01740805-0.03649118-0.41952833-0.019188894-0.63596077-0.09873477-0.10055070-0.74541604-0.09865762-0.168835655-0.84293385-0.10715536-0.00938523-0.25336537-0.123434730.784414726-0.74541604-0.09865762-0.16883565-0.84293385-0.10715536-0.009385237-0.00949022-0.218829270.479479410.00679671-0.28711157-0.0795665180.00679671-0.28711157-0.07956651-0.06686375-0.28738421-0.009502979-0.06686375-0.28738421-0.00950297-0.06686375-0.293337050.0130890610-0.03649118-0.419528330.26211266-0.74541604-0.098657620.2621126611-0.03649118-0.41952833-0.019188890.00679671-0.28711157-0.0795665112-0.62385993-0.03272964-0.07687103-0.62385993-0.09874488-0.0994630613-0.62385993-0.09874488-0.09946306-0.63596077-0.09873477-0.1005507014-0.00949022-0.218829270.47947941-0.00545688-0.128739650.5567982015-0.00545688-0.128739650.556798200.000000000.000000000.5612073116-0.25336537-0.123434730.78441472-0.11655866-0.125487560.8008743917-0.00949022-0.218829270.54906891-0.11655866-0.125487560.5490689118-0.00545688-0.128739650.56975274-0.11655866-0.125487560.56975274--------------------------------------------------------------------------------------------彎矩圖剪力圖內力計算桿端內力值<乘子=1>〔單位：N〔N*m>>--------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩--------------------------------------------------------------------------------------------1-90919.55200.000000000.00000000-90919.55200.000000000.000000002171788.68521091.0208-1699.70789171788.68517895.975826546.371230.000000000.000000000.000000000.00000000-1245.82500-351.9455624-882.000000-0.00000002-352.800000-882.000000-23385.7701-9049.725195126069.68825497.175922446.2317126069.688-43673.99207511.926636126069.68860746.3557-9049.72519126069.68825497.175922446.23177150170.5343262.99283-58835343262.992832055.715268882.0000000.00000000352.800000882.0000000.00000000352.80000090.00000000-882.000000352.8000000.000000000.000000000.0000000010-152298.8690.000000000.00000000-152298.8690.000000000.0000000011-173117.238-1077.292831347.76233-173117.238-1077.29283-1702.91526120.000000000.000000000.000000000.00000000-882.000000-352.80000013-882.000000-0.00000003-352.800000-882.000000-0.00000003-352.80000014218725.919-182367.65032429.5175218725.919-182367.6501427.0169915218725.919-6204.421721427.01699218725.919-6204.421720.0000000016126069.688-43673.99207511.92663126069.688-43673.99200.0000000017-66458.7968-2.250000000.34375000-66458.7968-2.25000000-0.3750000018176163.2280.000000000.00000000176163.2280.000000000.00000000--------------------------------------------------------------------------------------------反力計算約束反力值<乘子=1>〔單位：N〔N*m>>--------------------------------------------------------------------------------------------結點約束反力合力支座----------------------------------------------------------------------------------結點水平豎直力矩大小角度力矩--------------------------------------------------------------------------------------------13-90919.55200.000000000.0000000090919.5520180.0000000.0000000014218725.9196204.421720.00000000218813.8991