板式楼梯计算人防计算书

平台板,,,,,,,,,

,,,,,,,,,,

数据输入,,,,,附双向板弯矩系数内插表,,,,

活荷载标准值qK(KN/m2),,60.00,混凝土强度等级,C30,l01/l02,m1,m2,内插得m1,内插得m2

平台板厚h(mm),,250,受力钢筋强度设计值fy(N/mm2),360,0.50,0.0965,0.0174,,

,,,,,0.55,0.0892,0.0210,0.0000,0.0000

★以单向板计算,,,★以双向板计算,,0.60,0.0820,0.0242,0.0000,0.0000

板计算跨度l0(mm),,4200,板计算跨度l01(mm),1350,0.65,0.0750,0.0271,0.0000,0.0000

,,,板计算跨度l02(mm),3000,0.70,0.0683,0.0296,0.0000,0.0000

,,,,,0.75,0.0620,0.0317,0.0000,0.0000

单向板数据输出,,,,,0.80,0.0561,0.0334,0.0000,0.0000

一、常规数据,,,,,0.85,0.0506,0.0348,0.0000,0.0000

恒荷载,面层,0.65,混凝土轴心抗压设计值fc(N/mm2),14.3,0.90,0.0456,0.0358,0.0000,0.0000

,平台板,6.25,系数α1,1.00,0.95,0.0410,0.0364,0.0000,0.0000

,板底抹灰,0.34,平台板有效厚度h0=h-20(mm),230,1.00,0.0368,0.0368,0.0000,0.0000

恒荷载标准值gK(KN/m2),,7.24,总荷载设计值p=1.3gK+1.0qK(KN/m2),69.41,,,,,

,,,,,,,,,,

二、截面配筋,,,,,,,,,

弯矩M=pl02/8(KN·m/m),,153.05,钢筋直径d(mm),18,,,,,

截面抵抗矩系数αS=M/α1fcbh02,,0.2023,钢筋间距s(mm),100,,,,,

γS=(1+(1-2αS)1/2)/2,,0.8858,钢筋实际配筋面积AS(mm2/m),2544.7,,,,,

钢筋面积AS=M/γSfyh0(mm2/m),,2086.8,是否满足,满足,,,,,

,,,,,,,,,,

,,,,,,,,,,

双向板数据输出,,,,,,,,,

一、常规数据,,,,,,,,,

恒荷载,面层,0.65,平台板有效厚度h0=h-20(mm),230,,,,,

,平台板,6.25,l01/l02,0.450,,,,,

,板底抹灰,0.34,查得m1,0.0000,,,,,

恒荷载标准值gK(KN/m2),,7.24,查得m2,0.0000,,,,,

总荷载设计值p=1.2gK+1.4qK(KN/m2),,92.69,,,,,,,

,,,,,,,,,,

二、截面配筋,,,,,,,,,

m1'=m1+νm2,,0.0000,弯矩M1=m1'pl012(KN·m/m),0.00,,,,,

m2'=m2+νm1,,0.0000,弯矩M2=m2'pl012(KN·m/m),0.00,,,,,

,,,,,,,,,,

"弯矩M=max(M1,M2)",,0.00,钢筋直径d(mm),8,,,,,

截面抵抗矩系数αS=M/α1fcbh02,,0.0000,钢筋间距s(mm),200,,,,,

γS=(1+(1-2αS)1/2)/2,,0.0000,钢筋实际配筋面积AS(mm2/m),2