土木毕业设计框架全计算表表格推荐下载.xlsx

土木毕业设计框架全计算表表格推荐下载.xlsx

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主主梁梁（按按弹弹性性理理论论）编号跨度梁高（mm）梁宽（mm）1轴AB跨6600.00471.43825.00600.00200.00300.001轴BC跨3600.00257.14450.00450.00150.00225.001轴CD跨6600.00471.43825.00600.00200.00300.00A轴12跨3900.00278.57487.50450.00150.00225.00A轴212跨4200.00300.00525.00450.00150.00225.00梁梁抗抗侧侧移移刚刚度度编号梁高h梁宽bEc（C35,N/mm2）*104Io（mm4）*1091轴AB跨600.00300.003.155.401轴BC跨450.00300.003.152.281轴CD跨600.00300.003.155.40A轴12跨450.00300.003.152.28A轴212跨450.00300.003.152.28柱柱抗抗侧侧移移刚刚度度编号层高截面Ec（C35,N/mm2）*104Ic（mm4）*109底层5150.00600.003.1510.8026层3900.00600.003.1510.80横横向向抗抗侧侧移移层数边柱中柱K拔cDi1K拔cDi1底层0.780.4613763.041.380.5616638.9526层0.460.1912801.381.050.3423662.02纵纵向向抗抗侧侧移移层数边柱中柱2轴K拔cDi1K拔cDi1底层0.560.4112355.491.070.5115305.4926层0.420.1711988.200.810.2919901.07双双向向板板编号短向跨度300.00双向板1（边）4075.0081.50100.00300.00双向板1（中）4200.0084.00100.00300.00板2（边）3200.0064.00100.00300.00板2（中）3200.0064.00100.00300.00C35C35混混凝凝土土N/mmN/mm22fcftESib=2*Ec*Io/l，*101016.701.5731500.005.15HRB400HRB400钢钢筋筋fy360.003.99HPB300HPB300钢钢筋筋fy270.005.153.683.42ic=Ec*Ic/hc，*10106.618.72D729647.83规则框架0.7875121.730.83中柱DK拔cDi11.030.5115114.28704944.74规则框架0.70.780.2819371.46875000.900.81ES31500.00重重力力荷荷载载面各层重量（KN/（m2）楼面（自上而下）面层：

@#@瓷砖地面（包括水泥粗砂打底）0.55结构层：

@#@100厚钢筋砼楼板（包括10厚找平层）29*0.1=2.9V型轻钢龙骨吊顶0.23.65屋面（自上而下）保护层:

@#@现浇30厚细石混凝土22*0.030.66防水层：

@#@三毡四油防水层0.4找平层：

@#@20厚1：

@#@3水泥砂浆找平20*0.02=0.4保温兼找坡层：

@#@水泥蛭石（平均厚150mm）5*0.15=0.752.21结构层：

@#@100厚钢筋混凝土屋面板（包括找平层）29*0.1=2.9V型轻钢龙骨吊顶0.25.31外墙外墙面贴瓷砖0.50.5内墙面20厚抹灰17*0.020.34240厚墙体层（采用粉煤灰轻渣空心砌块）8.0*0.241.922.76内墙两侧20厚抹灰17*0.02*20.68240厚墙体层（采用粉煤灰轻渣空心砌块）8.0*0.241.922.6屋面及楼面可变荷载标准值上人屋面均布活载2屋面雪荷载1.0*0.20.2楼面荷载（房间）2楼面荷载（走廊）2.5盥洗室2不上人屋面均布活载0.5梁梁柱柱（每每层层）密度（KN/（m3）截面截面积纵梁12，1112跨29450*300135000211跨29450*300135000横梁AB,CD跨29600*300180000BC跨29450*300135000柱柱密度（KN/（m3）截面截面积高度底层29600*600360000515026层29600*6003600003900每每层层重重力力荷荷载载（KN）（KN）柱柱梁梁外外墙墙内内墙墙底层2580.771503.36694.531408.9125层1954.371503.36614.041213.296层1954.371503.36629.691309.70屋顶房子325.73179.31333.85顶顶点点位位移移法法计计算算自自振振周周期期糖糖葫葫芦芦重力代表值（KN）层数Vgi（mm）和Di（N/mm）19049.48153101.85729647.83258600.26244052.36875121.7368466.81335452.10875121.737793.01426851.84875121.736+79651.31518251.57875121.736+79651.31875121.73等效质量系数GE等效总重力荷载Geq10.8553101.8545136.570.104各各质质点点横横向向水水平平地地震震作作用用及及楼楼层层地地震震剪剪力力计计算算表表层数Hi（米）Gi（KN）Hi*GiHi*Gi/和15.159049.4846604.840.0629.058600.2677832.390.10312.958600.26111373.420.14416.858600.26144914.450.18520.758600.26178455.480.226+724.659651.31237904.740.30和797085.321.00横横向向水水平平地地震震作作用用下下的的位位移移验验算算层数uiuihic16.426.42515000.000124725.0811.5039000.00130234.6216.1139000.001183443.9520.0739000.001013653.0923.1639000.000792862.0325.1939000.0005208水水平平地地震震作作用用下下框框架架内内力力计计算算层数柱剪力Vij（KN）ABC188.39106.86106.86265.00120.15120.15359.08109.20109.20450.6193.5493.54539.5873.1673.16626.0048.0648.06水水平平地地震震作作用用下下梁梁柱柱弯弯矩矩轴轴力力层数A柱端弯矩（KN*m）B柱端弯矩（KN*m）上端弯矩下端弯矩上端弯矩1159.39295.82208.682119.15134.36234.293126.73103.68212.944112.7984.57199.775100.3454.03156.93678.2423.17121.39门门窗窗表表类型设计编号洞口尺寸（mm）数量1256合计面积普通门M0921900X210033X4=123181890000M12211200X21001715X4=6012892520000M18243000X2400227200000防火卷帘FJM30243000X240022X4=82127200000子母门ZM24212400X21002X4=84125040000普通窗C15181500X180022X4=82122700000C18212100X180044X4=164243780000C36212700X21001620X4=80191155670000门门窗窗重重C1518C1821C3621钢框玻璃窗（KN/m2）窗重（KN）底层2.004.0016.000.4044.5025层2.004.0020.000.4053.576层2.004.0019.000.4051.30外外墙墙横横向向宽（mm）单面积m2数量走走廊廊两两端端纵纵向向宽（mm）底层3600.006000.0021.604.0010.803600.003600.0025层3300.006000.0019.804.009.903300.003600.006层3300.006000.0019.804.009.903300.003600.00内内墙墙横横向向宽（mm）单面积m2数量走走廊廊两两端端纵纵向向宽（mm）底层3600.006000.0021.6015.003600.003600.0025层3300.006000.0019.8014.003300.003600.006层3300.006000.0019.8016.003300.003600.00楼板面积（m2）普通（单间）走廊25.056137.16净跨数量单重（KN）总重（KN）3300812.9195103.35636003614.094507.38460002431.32751.6830001211.745140.94每层重量1503.36数量单重（KN）总重（KN）4853.772580.774840.721954.37门门窗窗楼楼板板（楼楼梯梯按按楼楼板板）面面积积m2m2楼楼板板总总重重楼楼板板活活载载女女儿儿墙墙63.29688.392512.631470.4267.36688.392512.631470.4265.47688.393572.181202.69480.240.5750.11266.0935.08ui（mm）ui（mm）T1=1.7*0.7*根号ui（s）72.7872.7850.34123.1240.51163.6330.68194.3120.86215.171.4Tg11.03226.200.570.49考考虑虑顶顶部部附附加加地地震震影影响响系系数数0.115277093FFEKEKF4685.98540.19Fi（千牛）Vi（千牛）242.404685.98404.824443.58579.274038.75753.733459.48928.182705.751777.571777.574685.98减1/550-0.001693-0.000516-0.000635-0.000805-0.001025-0.001297yDyny2y3Ayny2y388.390.66-0.010.000.650.63-0.010.0065.000.550.00-0.020.530.500.000.0059.080.450.000.000.450.500.000.0050.610.430.000.000.430.450.000.0039.580.350.000.000.350.450.000.0026.000.230.000.000.230.350.000.00顶顶点点位位移移法法计计算算自自振振周周期期水水平平地地震震作作用用下下框框架架内内力力计计算算边梁弯矩（KN*m）走廊梁弯矩（KN*m）梁剪力（KN）柱轴力（KN）下端弯矩靠边的靠走廊的边梁走道梁边柱中柱341.65293.75249.78193.1975.49128.79-304.27-259.99234.29222.83252.18195.0565.97130.03-228.78-206.69212.94211.30213.13164.8558.95109.90-162.81-142.63165.04166.82185.04143.1248.8795.41-103.86-91.68128.40123.51125.7397.2534.6264.83-54.99-45.1466.0678.2468.4552.9420.3735.29-20.37-14.92水水平平地地震震作作用用下下梁梁柱柱弯弯矩矩轴轴力力B柱端弯矩（KN*m）单层门窗总面积层数总m2内墙外墙1174.1562.91111.2425201.8767.95133.926198.7270.47128.25M1824总重5.76M0921M1221FJM3024ZM2421木重（KN/m2）门重（KN）总重3.