基础计算书(办公楼).out

'基础计算书(办公楼).OUT+------------------------------------------------------------++JCCAD计算结果文件++++工程名称:办公楼++计算日期:2012-9-13++计算时间:14:16:40.48++计算内容:++------------------------------------------------------------+荷载代码Load荷载组合公式368SATWE标准组合:1.00*恒+1.00*活369SATWE标准组合:1.00*恒+1.00*风x370SATWE标准组合:1.00*恒+1.00*风y371SATWE标准组合:1.00*恒-1.00*风x372SATWE标准组合:1.00*恒-1.00*风y377SATWE标准组合:1.00*恒+1.00*活+0.60*1.00*风x378SATWE标准组合:1.00*恒+1.00*活-0.60*1.00*风x379SATWE标准组合:1.00*恒+1.00*活+0.60*1.00*风y380SATWE标准组合:1.00*恒+1.00*活-0.60*1.00*风y381SATWE标准组合:1.00*恒+1.00*风x+0.70*1.00*活382SATWE标准组合:1.00*恒-1.00*风x+0.70*1.00*活383SATWE标准组合:1.00*恒+1.00*风y+ 0.70*1.00*活384SATWE标准组合:1.00*恒-1.00*风y+0.70*1.00*活441SATWE标准组合:1.00*(恒+0.50*活)+1.00*地x+0.38*竖地442SATWE标准组合:1.00*(恒+0.50*活)-1.00*地x+0.38*竖地443SATWE标准组合:1.00*(恒+0.50*活)+1.00*地y+0.38*竖地444SATWE标准组合:1.00*(恒+0.50*活)-1.00*地y+0.38*竖地445SATWE标准组合:1.00*(恒+0.50*活)+0.20*1.00*风x+1.00*地x+0.38*竖地446SATWE标准组合:1.00*(恒+0.50*活)+0.20*1.00*风y+1.00*地y+0.38*竖地447SATWE标准组合:1.00*(恒+0.50*活)-0.20*1.00*风x-1.00*地x+0.38*竖地448SATWE标准组合:1.00*(恒+0.50*活)-0.20*1.00*风y-1.00*地y+0.38*竖地481SATWE准永久组合:1.00*恒+0.50*活482SATWE基本组合:1.20*恒+1.40*活483SATWE基本组合:1.35*恒+0.70*1.40*活484SATWE基本组合:1.20*恒+1.40*风x485SATWE基本组合:1.20*恒+1.40*风y486SATWE基本组合:1.20*恒-1.40*风x487SATWE基本组合:1.20*恒-1.40*风y492SATWE基本组合:1.20*恒+1.40*活+0.60*1.40*风x493SATWE基本组合:1.20*恒+1.40*活-0.60*1.40*风x494 SATWE基本组合:1.20*恒+1.40*活+0.60*1.40*风y495SATWE基本组合:1.20*恒+1.40*活-0.60*1.40*风y496SATWE基本组合:1.20*恒+1.40*风x+0.70*1.40*活497SATWE基本组合:1.20*恒-1.40*风x+0.70*1.40*活498SATWE基本组合:1.20*恒+1.40*风y+0.70*1.40*活499SATWE基本组合:1.20*恒-1.40*风y+0.70*1.40*活556SATWE基本组合:1.20*(恒+0.50*活)+1.30*地x+0.50*竖地557SATWE基本组合:1.20*(恒+0.50*活)-1.30*地x+0.50*竖地558SATWE基本组合:1.20*(恒+0.50*活)+1.30*地y+0.50*竖地559SATWE基本组合:1.20*(恒+0.50*活)-1.30*地y+0.50*竖地560SATWE基本组合:1.20*(恒+0.50*活)+0.20*1.40*风x+1.30*地x+0.50*竖地561SATWE基本组合:1.20*(恒+0.50*活)+0.20*1.40*风y+1.30*地y+0.50*竖地562SATWE基本组合:1.20*(恒+0.50*活)-0.20*1.40*风x-1.30*地x+0.50*竖地563SATWE基本组合:1.20*(恒+0.50*活)-0.20*1.40*风y-1.30*地y+0.50*竖地计算独基时[不考虑]独基范围内的线荷载独基底板最小配筋率:0.150% 中华人民共和国国家标准GB50007-2002--综合法符号说明:fak:地基承载力特征值fa:修正后的承载力特征值(地震荷载组合:faE)q:用于地基承载力特征值修正的基础埋深Pt:平均覆土压强(包括基础自重)fy:计算底板钢筋时采用的抗拉设计强度Load:荷载代码Mx":相对于基础底面形心的绕x轴弯矩标准组合值My":相对于基础底面形心的绕y轴弯矩标准组合值N":相对于基础底面形心的轴力标准组合值Pmax:该组合下最大基底反力Pmin:该组合下最小基底反力S:基础底面长B:基础底面宽M1:底板x向配筋计算用弯矩设计值M2:底板y向配筋计算用弯矩设计值AGx:底板x向全截面配筋面积AGy:底板y向全截面配筋面积节点号=1C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)44726.60-11.68129.86217.120.31252.2012841284 柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.482X+77.25.552.0200.300.482X-107.35.552.0200.300.482Y+34.11.252.0200.300.483Y-225.69.071.8240.400.482X+0.0.063.6200.400.482X-0.0.063.6200.400.482Y+0.0.063.6200.400.482Y-0.0.063.6200.基础各阶尺寸:No:SBH11300130030024004002003400400100柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)56214.475174.06348320.524246.802x实配:φ12@150(0.16%)y实配:φ12@150(0.16%) 节点号=2C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)383-31.87-4.01150.19232.4516.93194.0012591259柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.482X+96.32.052.0200.300.557X-168.54.856.7210.300.483Y+253.75.977.1250.300.482Y-49.16.252.0200.400.482X+0.0.063.6200.400.482X-0.0.063.6200.400.482Y+0.0.063.6200.400.482Y-0.0.063.6200.基础各阶尺寸:No:SBH1130013003002400400200 3400400100柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)56216.120193.84748322.893275.292x实配:φ12@150(0.16%)y实配:φ12@150(0.16%)节点号=4C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)37225.20-0.38161.53229.5053.47194.0012031203柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.560X+175.56.061.6220.300.557X-163.53.356.7210.300.482Y+79.26.252.0200.300.487Y-249.74.877.1250.400.482X+0.0.063.6200.400.482X-0.0.063.6200.400.482Y+0.0.063.6 200.400.482Y-0.0.063.6200.基础各阶尺寸:No:SBH11300130030024004002003400400100柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)56016.557199.09456323.001276.589x实配:φ12@150(0.16%)y实配:φ12@150(0.16%)节点号=5C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)383-25.07-1.61208.65232.0380.94194.0012841284柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.556X+200.62.666.6230.300.557X-200.62.866.6230.300.498Y+283.80.788.2 270.300.482Y-110.36.652.0200.400.482X+0.0.063.6200.400.482X-0.0.063.6200.400.482Y+0.0.063.6200.400.482Y-0.0.063.6200.基础各阶尺寸:No:SBH11300130030024004002003400400100柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)56019.580235.44749825.980312.414x实配:φ12@150(0.16%)y实配:φ12@150(0.16%)节点号=7C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)38428.25-25.15270.23232.7756.14194.0015361536 柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.483X+115.60.966.6230.300.483X-200.97.899.9290.300.483Y+121.64.166.6230.300.499Y-193.94.399.9290.基础各阶尺寸:No:SBH1160016003002400400300柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)48346.091451.60449944.068431.788x实配:φ12@150(0.15%)y实配:φ12@150(0.15%)节点号=8C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)383-27.79-23.47339.94232.5587.25194.0016171617 柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.483X+138.81.682.6260.300.483X-201.111.3112.2310.300.483Y+192.106.2112.2310.300.483Y-141.82.688.2270.基础各阶尺寸:No:SBH1170017003002400400300柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)48357.686565.21748355.511543.908x实配:φ12@150(0.16%)y实配:φ12@150(0.16%)节点号=13C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)38431.90-9.79346.35232.07105.31194.0015801580柱下独立基础冲切计算： at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.483X+169.84.988.2270.300.483X-202.98.699.9290.300.483Y+156.79.882.6260.300.563Y-238.110.4118.6320.基础各阶尺寸:No:SBH1160016003002400400300柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)48348.580475.99756354.535534.339x实配:φ12@150(0.15%)y实配:φ12@150(0.15%)节点号=14C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)383-30.84-7.95442.09230.76135.74194.0016981698柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm) 300.483X+197.109.1112.2310.300.483X-218.117.2125.2330.300.483Y+242.127.9131.9340.300.483Y-186.104.5106.0300.基础各阶尺寸:No:SBH1170017003002400400300柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)48364.920636.09548370.487690.643x实配:φ12@150(0.16%)y实配:φ12@150(0.16%)节点号=19C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)37236.6332.08190.77215.740.23194.0015641564柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.483X+179.88.894.0 280.300.482X-63.34.752.0200.300.482Y+69.38.152.0200.300.499Y-176.87.394.0280.基础各阶尺寸:No:SBH1160016003002400400300柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)48339.805390.01456339.727389.250x实配:φ12@150(0.15%)y实配:φ12@150(0.15%)节点号=20C20.0fak(kPa)=180.0q(m)=1.20Pt=30.0kPafy=210mPaLoadMx"(kN-m)My"(kN-m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)383-37.8629.39237.47232.5421.62194.0015641564柱下独立基础冲切计算：at(mm)load方向p_(kPa)冲切力(kN)抗力(kN)H(mm)300.483X+195.95.299.9290. 300.482X-86.47.352.0200.300.485Y+196.95.899.9290.300.483Y-97.52.556.7210.基础各阶尺寸:No:SBH1160016003002400400300柱下独立基础底板配筋计算：loadM1(kNm)AGx(mm*mm)loadM2(kNm)AGy(mm*mm)48344.098432.08156145.122442.117x实配:φ12@150(0.15%)y实配:φ12@150(0.15%)*END*'