建筑工程计算公式及工地用电方案计算书.doc

多面体的体积和表面积图形尺寸符号立方体长方体棱柱三棱柱棱锥棱台圆柱和空心圆柱管斜线直圆柱直圆锥圆台球球扇形球楔球缺圆环体胎球带体桶形椭球体a,b,c-半轴交叉圆柱体梯形体常用图形求面积公式图形尺寸符号面积（F） 表面积（S）正方形长方形三角形平行四边形任意四边形正多边形菱形梯形圆形椭圆形ab-主轴F= (/4) ab扇形弓形圆环部分圆环新月形L d/102d/10 3d/10 4d/105d/10 6d/10 7d/10P 0.400.79 1.18 1.561.91 2.25 2.55抛物线形等多边形Q235-A钢轴心受压构件的稳定系数表1012345678901.0000.9970.9950.9920.9890.9870.9840.9810.9790.976100.9740.9710.9680.9660.9630.9600.9580.9550.9520.949200.9470.9440.9410.9380.9360.9330.9300.9270.9240.921300.9180.9150.9120.9090.9060.9030.8990.8960.8930.889400.8860.8820.8790.8750.8720.8680.8640.8610.8580.855500.8520.8490.8460.8430.8390.8360.8320.8290.8250.822600.8180.8140.8100.8060.8020.7970.7930.7890.7840.779700.7750.7700.7650.7600.7550.7500.7440.7390.7330.728800.7220.7160.7100.7040.6980.6920.6860.6800.6730.667900.6610.6540.6480.6410.6340.6250.6180.6110.6030.5951000.5880.5800.5730.5660.5580.5510.5440.5370.5300.5231100.5160.5090.5020.4960.4890.4830.4760.4700.4640.4581200.4520.4460.4400.4340.4280.4230.4170.4120.4060.4011300.3960.3910.3860.3810.3760.3710.3670.3620.3570.3531400.3490.3440.3400.3360.3320.3280.3240.3200.3160.3121500.3080.3060.3010.2980.2940.2910.2870.2840.2810.2771600.2740.2710.2680.2650.2620.2590.2560.2530.2510.2481700.2450.2430.2400.2370.2350.2320.2300.2270.2250.2231800.2200.2180.2160.2140.2110.2090.2070.2050.2030.2011900.1990.1970.1950.1930.1910.1890.1880.1860.1840.1822000.1800.1790.1770.1750.1740.1720.1710.1690.1670.1662100.1640.1630.1610.1600.1590.1570.1560.1540.1530.1522200.1500.1490.1480.1460.1450.1440.1430.1410.1410.1392300.1380.1370.1360.1350.1330.1320.1310.1300.1290.1282400.1270.1260.1250.1240.1230.1220.1210.1200.1190.1182500.117当250时, =7320/2表2 扣件式钢管脚手架的gk1中立杆： 边立杆： 角立杆： 注：钢管483.5-3.84kg/m (37.67N/m) 直角扣件-1.32 kg/个(12.95N/个)对接扣件-1.84 kg/个(18.04N/个)安全网、塑料编织布0.002KN/m2 钢管横杆、剪刀撑0.04KN/m席子0.008 KN/m2 竹笆0.05 KN/m2h-步距 lb-立杆横距 la-立杆纵距立杆与纵向水平杆平均长度0.5m。扣件式钢管脚手架作业层面材料自重gk2表3种类板底支撑间距(m)栏杆设立gk2，lb(m)为以下时：0.91.21.51.8竹串片0.75有0.35870.41120.46370.5162无0.20870.26120.31370.3662木、其它1.0有0.34590.34840.45090.5034无0.19590.29840.30090.3534冲压钢1.5有0.33310.38560.43810.4906无0.18310.23560.28810.3406注:扣件式钢脚手板 0.25KN/m2冲压钢脚手板 0.3 KN/m2木、竹串片脚手板 0.35 KN/m2扣件式钢管脚手架整体拉结和防护材料自重gk3表4围护材料封闭类型gk3，la(m)为以下时：整体拉结杆件设立情况1.21.51.82.1剪刀撑、增长一道横杆固定封闭材料安全网、塑料编织布半0.06020.07530.09040.1054全0.06140.07680.09220.1075席子半0.06380.07980.09580.1117全0.06860.08580.10300.1201竹笆半0.08900.11130.13360.1558全0.11900.19880.17860.2083表5 Q235钢钢材的强度设计值与弹性模量抗拉、抗弯f（KN/mm2）抗 压fc（KN/mm2）弹性模量E（KN/mm2）0.2050.2052.06102表6 钢管截面特性外径（d）壁厚（t）截面积A（cm2）惯性矩I（cm4）截面模量W（cm3）回转半径i（cm）每米重（kg/m）483.54.8912.195.081.583.84513.04.5213.085.131.703.55作业层施工荷载计算基数-qk表7实用施工荷载标准值（kg/m2）qk,当lb为以下时 (KN/m)0.91.21.51.831.351.82.252.720.91.21.51.810.450.60.750.9q00.45 q00.6 q00.75 q00.9 q0表8 扣件式钢管脚手架立杆计算长度系数立 杆 横 距 lb (m)连 墙 件 布 置2步3跨3步3跨双排架1.051.501.701.301.551.751.551.601.80单排架1.85表9 换算长细比脚手架立杆横距(m)脚手架与主体结构连墙点的坚向间距H1(步距数)2h3h4h1.052520161.303224191.55403024表10 rm的取值或计算式构件类型rm不组合风荷载组合风荷载受弯构件1.1705轴心受压1.5607注：SGK= 1.5GK即一个计算单元长度(1.5la)内的恒载作用效应标准值SQK= 1.5QK即一个计算单元长度(1.5la)内的活荷载作用效应标准值一步一纵距的钢管、扣件重NGK1（KN）表11立杆纵距(m)步 距 (m)1.21.351.501.802.001.20.3510.3660.3800.4110.4311.50.3800.3960.4110.4220.4631.80.4090.4250.4410.4740.4962.00.4290.4450.4620.4950.517脚手架1个立杆纵距的附设构件及物品的重力NGK2(KN)表12立杆横距(m)立杆纵距(m)脚手架上脚手板铺设层数2层4层6层1.051.21.3722.3603.3481.51.7152.9504.1851.82.0583.5405.0222.02.2863.9335.5801.301.21.5492.7133.8771.51.9363.3914.8471.82.3234.0695.8162.02.5814.5216.4621.551.21.7253.0664.4061.52.1563.8325.5081.82.5874.5986.6092.02.8755.1097.3441个立杆纵距的施工荷载NQK表13立杆横距(m)立杆纵距(m)均布施工荷载(KN/m2)1.52.03.04.05.01.051.22.523.365.046.728.401.53.154.206.308.4010.501.83.785.047.5610.0812.602.04.205.608.4011.2014.001.301.22.973.965.947.929.901.53.714.957.439.9012.381.84.465.948.9111.8014.852.04.956.609.9013.2016.501.551.23.124.566.849.1211.401.54.285.708.5511.4014.251.85.136.8410.2613.6817.102.05.707.6011.4015.2019.00格构式压杆 (KN)表14立杆横距(m)H1步 距 h(m)1.201.351.501.802.001.05297.75680.87667.52148.49139.731372.97958.80848.49134.36227.971464.76952.21742.98830.32124.7141.30292.89976.51163.64145.44737.345376.51162.15951.26436.35729.783469.70556.46546.38832.80826.7431.55286.01870.53258.47541.60534.124370.53257.11047.02833.28927.232462.87650.66441.60529.30223.925注:483.5钢管 f=205N/mm2格构式压杆的长细比表15脚手架立杆横距(m)脚手架与主体结构连墙点竖向间距H1(m)2.73.03.64.04.054.54.85.46.01.055.145.716.867.627.718.579.1410.2811.431.304.154.625.546.156.236.927.388.319.231.553.503.874.655.165.235.816.196.977.70注:=(H1脚手架连墙点的竖向间距 b立杆横距)