CFG桩复合地基承载力及变形计算表

1、目目录录材料信息桩、基础、地下室材料强度信息地下结构抗浮计算钢筋计算表地下室外墙计算书风压高度变化系数、阵风系数预制桩承载力计算灌注桩承载力计算桩对筏板冲切验算油罐基础环梁水泥土搅拌桩复合地基承载力及变形计算CFG桩复合地基承载力及变形计算筒库计算砌体工程其他计算星仓角部计算带构造柱墙体平面外抗水平地震力验算拉弯构件带构造柱砌体女儿墙计算格栅板墙体荷载道路场地置换计算拉弯构件验算目目录录目录混混凝凝土土等等级级抗抗压压强强度度 (N/mm)(N/mm)抗抗拉拉强强度度 (N/mm)(N/mm)弹弹性性模模量量 E Ec c标准值(fck)设计值(fc)标准值(ftk)设计值(ft) (104 N/mm)C 15107.21.270.912.2C 2013.49.61.541.12.55C 2516.711.91.781.272.8C 3020.114.32.011.433C 3523.416.72.21.573.15C 4026.819.12.391.713.25C 4529.621.12.511.83.35C 5032.423.12.641.893.45C 5535.525.32.7

2、41.963.55C 6038.527.52.852.043.6C 6541.529.72.932.093.65C 7044.531.82.992.143.7C 7547.433.83.052.183.75C 8050.235.93.112.223.8钢钢筋筋牌牌号号屈屈服服强强度度标标准准值值极极限限强强度度标标准准值值抗抗拉拉强强度度设设计计值值抗抗压压强强度度设设计计值值弹弹性性模模量量fyk (N/mm)fstk (N/mm)fy (N/mm)fy (N/mm)(105 N/mm)HPB3003004202702702.1HRB3353354553003002HRB4004005403603602HRB5005006304354102b砼C50目录风风压压随随高高度度变变化化系系数数 z z风风压压随随高高度度变变化化系系数数 z z离地面高度(m)地面粗糙度类别离地面高度(m)地面粗糙度类别ABCDA51.091.000.650.5151.65101.281.000.650.51101.60151.421.130.650.51151.57201.521.230.740.512

3、01.55301.641.390.880.51301.53401.791.521.000.60401.51501.891.621.100.69501.49601.971.711.200.77601.48702.051.791.280.84701.48802.121.871.360.91801.47902.181.931.430.98901.461002.232.001.501.041001.461502.462.251.791.331501.432002.642.462.031.582001.422502.782.632.241.812501.413002.912.772.432.023001.403502.912.912.602.223501.404002.912.912.762.404001.404502.912.912.912.584501.405002.912.912.912.745001.405502.912.912.912.915501.4020002.912.912.912.9120001.40离地面高度(m)地面粗糙度类别离地面高度(m)地面粗糙度类别B BB B151

4、.13151.6618181.1915151.66201.23201.63BCD1.702.052.401.702.052.401.662.052.401.631.992.401.581.902.401.571.852.291.551.812.201.541.782.141.521.752.091.511.732.041.501.712.011.501.691.981.471.631.871.451.591.891.431.571.741.421.541.701.411.531.671.411.511.641.411.501.621.411.501.601.411.501.591.411.501.59风风压压随随高高度度变变化化系系数数 z z地面粗糙度类别地面粗糙度类别B B1.661.661.63z/b l/b1.01.21.41.61.82.02.42.80.00.25000.25000.25000.25000.25000.25000.25000.25000.20.24960.24970.24970.24980.24980.24980.24980.24980.40.24740.2

5、4790.24810.24830.24830.24840.24850.24850.60.24230.24370.24440.24480.24510.24520.24540.24550.80.23460.23720.23870.23950.24000.24030.24070.24081.00.22520.22910.23130.23260.23350.23400.23460.23491.20.21490.21990.22290.22480.22600.22680.22780.22821.40.20430.21020.21400.21640.21800.21910.22040.22111.60.19390.20060.20490.20790.20990.21130.21300.21381.80.18400.19120.19600.19940.20180.20340.20550.20662.00.17460.18220.18750.19120.19380.19580.19820.19962.20.16590.17370.17930.18330.18620.18830.19110.19272.

6、40.15780.16570.17150.17570.17890.18120.18430.18622.60.15030.15830.16420.16860.17190.17450.17790.17992.80.14330.15140.15740.16190.16540.16800.17170.17393.00.13690.14490.15100.15560.15920.16190.16580.16823.20.13100.13900.14500.14970.15330.15620.16020.16283.40.12560.13340.13940.14410.14780.15080.15500.15773.60.12050.12820.13420.13890.14270.14560.15000.15283.80.11560.12340.12930.13400.13780.14080.14520.14824.00.11140.11890.12480.12940.13324.20.10730.11470.12050.12510.12894.40.10350.11070.11640.12100

7、.12484.60.10000.10700.11270.11720.12094.80.09670.10360.10910.11360.11735.00.09350.10030.10570.11020.11395.20.09030.09720.10260.10700.11065.40.08780.09430.09960.10390.10755.60.08520.09160.09680.10100.10465.80.08280.08900.09410.09830.10186.00.08050.08660.09160.09570.09916.20.07830.08420.08910.93200.09666.40.07620.08200.08690.09090.09426.60.07420.07990.08470.08860.09096.80.07230.07790.08260.08650.08987.00.07050.07610.08080.08440.08777.20.06880.07420.07870.08250.08577.40.06720.07250.07690.08060.0838

8、7.60.06560.07090.07520.07890.08207.80.06930.06930.07360.07710.0802矩矩形形基基础础角角点点附附加加应应力力系系数数计计算算3.23.64.05.010.00.25000.25000.25000.25000.2500L= 30.0030.00mB=0.24980.24980.24980.24980.24980.24850.24850.24850.24850.2485L/B= 2.0000Z/B=0.24550.24550.24550.24550.24560.24090.24090.24100.24100.2410Y= 41.7832U=0.23510.23520.23520.23530.23530.22850.22860.22870.22880.2289W= 0.5460=0.22150.22170.22180.22200.22210.21430.21460.21480.21500.21520.20730.20770.20790.20820.2084矩矩形形基基础础角角点点平平均均附附加加应应力力系系数数计计算算0.200

9、40.20090.20120.20150.20180.19370.19430.19470.19520.1955L= 20.0020.00mB=0.18730.18800.18850.18900.18950.18120.18200.18250.18320.1838m=L/B= 2.00000n=Z/B=0.17530.17630.17690.17770.17840.16980.17080.17150.17250.1733B= 2.23607C=0.16450.16570.16640.16750.16850.15950.16070.16160.16280.1639E= 0.6389=0.15480.15610.15700.15830.15950.15020.15160.15260.15410.1554使用说明：在进行地基沉降时需要计算附加应力系数及平均附加应力系数，l/b15.0015.00mZ= 20.0020.00m1.3333X= 22.81480.5762V= 0.52270.170110.0010.00mZ= 20.0020.00m2.00000A= 3.000000.32175

10、D= 0.269280.1958矩矩形形基基础础角角点点附附加加应应力力系系数数计计算算矩矩形形基基础础角角点点平平均均附附加加应应力力系系数数计计算算使用说明：在进行地基沉降时需要计算附加应力系数及平均附加应力系数，目录钢钢筋筋计计算算总总表表直径(mm)面积(cm2)箍筋面积(cm2) 主筋面积(cm2)一般混凝土梁保护层肢数间距箍筋直径3 3150150根数4梁宽120628.275.651.13主筋直径6.533.186.641.3312上2850.2710.052.01下21078.5415.713.1414上212113.1022.624.52下214153.9430.796.1616上216201.0640.218.04下218254.4750.8910.1818上120314.1662.8312.57下222380.1376.0315.2120上125490.8798.1719.63下128615.75123.1524.6322上1下125上1下128上1下132上1下136上1下140上1下120mm梁柱同宽(异形柱、剪力墙)需考虑柱筋直径(其他情况填0)柱筋直径0m

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