基础设计计算表格

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+0414035003500200

2、010001736850144.764.69E+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.

3、008.14E+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ft基础顶面长度hn.mmnmmkn/m2kn/m2(kpa)mm340000000.00504262.00674.25207.750.00 OkOk1.11200325400000.001834014.00177.4372.3648.89 OkOk1.12000208460000.001021014.00204.17112.5254.18

5、OkOk1.11400197630000.00800014.00247.0392.9637.65 OkOk1.11400582000000.003789014.00153.60146.25104.27 OkOk1.120001566000000.001805014.00867.58116.143.20 OkOk1.12000522304000.00643132.00812.13203.050.00 Go OnOk1.11000339320500.00664015.00511.01112.7914.91 OkOk1.11000501945000.00671479.00747.52230.330.

6、00 Go OnOk1.1100096998500.001881920.0051.54168.95144.70 OkOk1.11000232118500.001214720.00191.09130.2472.21 OkOk1.11000176434500.001354720.00130.24134.9590.84 OkOk1.1100027009000.00736964.0036.6564.7958.04 OkOk1.11000213218000.001147720.00185.78122.3068.99 OkOk1.11000519167000.00393320.001319.9699.33

7、0.00 OkOk1.1800基基础础底底板板配配筋筋基础顶面宽度b基底净反力Pn局部荷载设计值Fl 斜截面抗剪强度VuFl Vs Vu沿长度弯距M1沿宽度弯距M2配筋面积As1mmkn/m2nnn.mmn.mmmm120069.589265.7818548.5Ok5666666.71983333.345.1100021.256408.81251508.5Ok57706611.6103341942.1316.4100056.612241.31251508.5Ok40320000.060000000.0221.1100037.08011.81251508.5Ok13800000.02053571

8、4.375.7100095.0253398.31251508.5Ok453553719.0812231405.02486.8100064.9173141.61251508.5Ok51834710.792826446.3284.270081.6113509.31060438.5Ok13873226.08488533.276.170057.279591.41060438.5Ok18315883.411206837.1100.470081.4113216.21060438.5Ok19903777.612178413.1109.1700114.4179683.31060438.5Ok256945000

9、.0202871500.01408.870075.7118878.61060438.5Ok117250000.092575000.0642.970080.4126270.91060438.5Ok146562500.0115718750.0803.670010.216068.71060438.5Ok17219837.513595961.394.470067.7106397.41060438.5Ok103221875.081499062.5566.0500264.1-272043.81680178.5Ok8084775.08112750.031.3锚锚拴拴计计算算配筋面积As2底板应力max底板应

10、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Ntmmkpakpammmmmmkn15.80.96-0.91615.11394.96694.96369.19566.60.60-0.311312.50562.501262.50113.81329.00.82-0.34991.91369.36719.3688.82112.60.65-0.48801.64432.79782.79172.50 43.124674453.41.820.421628.13457.291157.29-479.86509.02.30-2.051058.85647.051347.05953.46 119.182246.53.62-3.44513.19328.94728.94535.78 133.944961.42.23-1.99529.12323.63723.63302.00 75.5006266.83.55-3.29519.54326.82726.82506.90 126.72431112.32.451.06698.99267.00667.00-369.21 -92.3034507.62.69-1.09712.12262.63662.63110.06 27.51524634.52.