钢结构计算表格-基础设计2.xls

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1、弯矩M轴力N剪力V地耐力fk 基础底面基础底面基础埋深D 基础高度H 修正地耐力f 自重G估算基底面积n.mmnnkn/m2长度L1(mm)宽度L2(mm)mmmmkn/m2nm22.70E+083.40E+041.00E+05180360024001800700208.64702623.003.04E+082.85E+052.14E+041405500550020001000173154901410.921.88E+083.36E+052.05E+0414035003500200010001736850146.081.85E+081.15E+051.28E+04140350035002000

2、10001736850144.764.69E+082.24E+061.13E+051405500550020001000173154901422.551.45E+092.56E+051.16E+051405500550020001000173154901410.744.12E+086.52E+047.35E+0413540002600200010001685779203.832.46E+088.61E+046.19E+0413540002600200010001685779203.953.99E+089.36E+046.86E+0413540002600200010001685779204.0

3、08.14E+071.23E+061.04E+04135400030002000100016865472011.202.20E+085.60E+058.08E+0313540003000200010001686547207.231.74E+087.00E+051.62E+0313540003000200010001686547208.061.95E+078.22E+045.01E+0313540003000200010001686547204.392.00E+084.93E+058.81E+0313540003000200010001686547206.835.06E+087.46E+046.

4、93E+0316025002000200014001933187202.34基基础础底底面面积积验验算算基基础础高高度度H验验算算设计弯矩Md设计轴力 Nd 偏心矩eoPmaxPminPmax Vs 1.2f(Pmax+Pmin)/2 Vs f 砼抗拉强度ftn.mmnmmkn/m2kn/m2(kpa)340000000.00504262.00674.25207.750.00 OkOk1.1325400000.00 1834014.00177.4372.3648.89 OkOk1.1208460000.00 1021014.00204.17112.5254.18 OkOk1.119763000

5、0.00800014.00247.0392.9637.65 OkOk1.1582000000.00 3789014.00153.60146.25104.27 OkOk1.11566000000.00 1805014.00867.58116.143.20 OkOk1.1522304000.00643132.00812.13203.050.00 Go OnOk1.1339320500.00664015.00511.01112.7914.91 OkOk1.1501945000.00671479.00747.52230.330.00 Go OnOk1.196998500.00 1881920.0051

6、.54168.95144.70 OkOk1.1232118500.00 1214720.00191.09130.2472.21 OkOk1.1176434500.00 1354720.00130.24134.9590.84 OkOk1.127009000.00736964.0036.6564.7958.04 OkOk1.1213218000.00 1147720.00185.78122.3068.99 OkOk1.1519167000.00393320.001319.9699.330.00 OkOk1.1基基础础底底板板配配筋筋基础顶面长度h 基础顶面宽度b基底净反力Pn局部荷载设计值Fl 斜

7、截面抗剪强度VuFl Vs Vu沿长度弯距M1沿宽度弯距M2mmmmkn/m2nnn.mmn.mm1200120069.589265.7818548.5Ok5666666.71983333.32000100021.256408.81251508.5Ok57706611.6103341942.11400100056.612241.31251508.5Ok40320000.060000000.01400100037.08011.81251508.5Ok13800000.020535714.32000100095.0253398.31251508.5Ok453553719.0812231405.02

8、000100064.9173141.61251508.5Ok51834710.792826446.3100070081.6113509.31060438.5Ok13873226.08488533.2100070057.279591.41060438.5Ok18315883.411206837.1100070081.4113216.21060438.5Ok19903777.612178413.11000700114.4179683.31060438.5Ok256945000.0202871500.0100070075.7118878.61060438.5Ok117250000.092575000

9、.0100070080.4126270.91060438.5Ok146562500.0115718750.0100070010.216068.71060438.5Ok17219837.513595961.3100070067.7106397.41060438.5Ok103221875.081499062.5800500264.1-272043.81680178.5Ok8084775.08112750.0基基础础高高度度H验验算算锚锚拴拴计计算算配筋面积As1配筋面积As2底板应力max 底板应力min受压区长度x 形心至合力距离a 锚拴至合力距离y锚拴受力Ntmmmmkpakpammmmmmk

10、n45.115.80.96-0.91615.11394.96694.96369.19316.4566.60.60-0.311312.50562.501262.50113.81221.1329.00.82-0.34991.91369.36719.3688.8275.7112.60.65-0.48801.64432.79782.79172.502486.84453.41.820.421628.13457.291157.29-479.86284.2509.02.30-2.051058.85647.051347.05953.4676.146.53.62-3.44513.19328.94728.9453

11、5.78100.461.42.23-1.99529.12323.63723.63302.00109.166.83.55-3.29519.54326.82726.82506.901408.81112.32.451.06698.99267.00667.00-369.21642.9507.62.69-1.09712.12262.63662.63110.06803.6634.52.49-0.49835.25221.58621.5830.3994.474.50.28-0.05851.47216.18616.182.79566.0446.92.42-1.01705.42264.86664.86104.4231.331.49.67-9.30407.86264.05564.05862.1743.12467119.1822133.944975.50062126.7243-92.303427.515247.598110.69816426.1045215.542