水池侧壁及底板配筋

3500P(KN)0500300000350700105014001750210024502800315035000.000.000.000.000.000.000.000.000.000.000.00P(KN)0500300000350700105014001750210024502800315035000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)0100400300320000350700105014001750210024502800315035000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)0100400300320000350700105014001750210024502800315035000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)46046003067433105.80350700105014001750210024502800315035000.000.070.571.934.578.9315.4424.5136.5952.0971.46q(KN/m)0100400367313300350700105014001750210024502800315035000.000.000.000.000.000.000.000.000.000.000.000.000.070.571.934.578.9315.4424.5136.5952.0971.46固定端支座反力RB=qc/2(KN)距左端距离x(mm)弯距Mx(KN·m)叠加弯距Mx(KN·m)距左端距离x(mm)弯距Mx(KN·m)四、一段三角形荷载q（q靠近固定端）距悬臂端距离d(mm)三角形范围c(mm)三角形形心距悬臂端距离a(mm)三角形形心距固定端距离b(mm)四、一段三角形荷载q（q靠近固定端）距悬臂端距离d(mm)三角形范围c(mm)三角形形心距悬臂端距离a(mm)三角形形心距固定端距离b(mm)固定端支座反力RB=qc/2(KN)均部中点距悬臂端距离a(mm)均部中点距固定端距离b(mm)固定端支座反力RB=qc(KN)距左端距离x(mm)弯距Mx(KN·m)固定端支座反力RB=qc(KN)距左端距离x(mm)弯距Mx(KN·m)三、一段均部荷载q距悬臂端距离d(mm)均部范围c(mm)距悬臂端距离x(mm)弯距Mx(KN·m)三、一段均部荷载q距悬臂端距离d(mm)均部范围c(mm)均部中点距悬臂端距离a(mm)均部中点距固定端距离b(mm)距悬臂端距离x(mm)弯距Mx(KN·m)二、一个集中力P距悬臂端距离a(mm)距固定端距离b(mm)固定端支座反力RB=P(KN)一、截面信息板长l(mm)二、一个集中力P距悬臂端距离a(mm)距固定端距离b(mm)固定端支座反力RB=P(KN)0.000.070.571.938.9315.4424.5136.5952.0971.460.0010.0020.0030.0040.0050.0060.0070.0080.0001000200030004000Mx(KN·m)x(mm)图表标题52.0971.4640004600P(KN)050041000.1090.891000460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.00P(KN)050041000.1090.891000460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)030040050041000.00.00460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)030060060040000.00.00460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)46046003067153321.284.60460920138018402300276032203680414046000.009.5718.1724.8228.5528.3923.3612.49-5.19-30.66-64.89q(KN/m)-20360010004267333-0.1-9.90460920138018402300276032203680414046000.00-0.05-0.10-0.16-0.21-0.26-0.31-0.36-0.410.062.81距简支端距离x(mm)弯距Mx(KN·m)四、一段三角形荷载q（q靠近固定端）距简支端距离d(mm)均部范围c(mm)三角形形心距简支端距离a(mm)三角形形心距固定端距离b(mm)简支座反力RA=qc(18b2l-6b3+ac2-2c3/45)/24l3(KN)固支座反力RB=qc/2-RA(KN)三角形形心距简支端距离a(mm)三角形形心距固定端距离b(mm)简支座反力RA=qc(18b2l-6b3+ac2-2c3/45)/24l3(KN)固支座反力RB=qc/2-RA(KN)距简支端距离x(mm)弯距Mx(KN·m)简支座反力RA=qc(12b2l-4b3+ac2)/8l3(KN)固支座反力RB=qc-RA(KN)距简支端距离x(mm)弯距Mx(KN·m)四、一段三角形荷载q（q靠近固定端）距简支端距离d(mm)均部范围c(mm)距简支端距离x(mm)弯距Mx(KN·m)三、一段均部荷载q距简支端距离d(mm)均部范围c(mm)均部中点距简支端距离a(mm)均部中点距固定端距离b(mm)三、一段均部荷载q距简支端距离d(mm)均部范围c(mm)均部中点距简支端距离a(mm)均部中点距固定端距离b(mm)简支座反力RA=qc(12b2l-4b3+ac2)/8l3(KN)固支座反力RB=qc-RA(KN)α=a/lβ=b/l简支座反力RA=Pb2(3-β)/2l2(KN)固支座反力RB=Pa(3-α2)/2l(KN)距简支端距离x(mm)弯距Mx(KN·m)简支座反力RA=Pb2(3-β)/2l2(KN)固支座反力RB=Pa(3-α2)/2l(KN)距简支端距离x(mm)弯距Mx(KN·m)二、一个集中力P距简支端距离a(mm)距固定端距离b(mm)一、截面信息板长l(mm)二、一个集中力P距简支端距离a(mm)距固定端距离b(mm)α=a/lβ=b/l0.009.5218.0724.6628.3428.1323.0512.13-70.00-60.00-50.00-40.00-30.00-20.00-10.000.0010.0020.0030.0040.000100020003000Mx(KN·m)x(mm)图表标题0.009.5218.0724.6628.3428.1323.0512.13-5.61-30.60-62.0828.34-62.0862.08叠加弯距Mx(KN·m)最大正弯距M+(KN·m)最大负弯距M-(KN·m)最大弯距M=Max(M+,|M-|)(KN·m)x(mm)23.0512.13-5.61-30.60-62.08400050003600P(KN)0036000.0001.0000003607201080144018000.000.000.000.000.000.00P(KN)0036000.0001.0000003607201080144018000.000.000.000.000.000.00q(KN/m)00320016002000003607201080144018000.000.000.000.000.000.00q(KN/m)350360018001800630360720108014401800-37.80-17.39-1.519.8316.6318.90-37.80-17.39-1.519.8316.6318.9018.90-37.80左端支座反力RA=qc(12b2l-8b3+c2l-2bc2)/4l3(KN)右端支座反力RB=qc-RA(KN)距左端距离x(mm)弯距Mx(KN·m)叠加弯距Mx(KN·m)最大正弯距M+(KN·m)最大负弯距M-(KN·m)最大弯距M=Max(M+,|M-|)(KN·m)距左端距离x(mm)弯距Mx(KN·m)三、一段均部荷载q距左端最近距离d(mm)均部范围c(mm)均部中点距左端距离a(mm)均部中点距右端距离b(mm)三、一段均部荷载q距左端最近距离d(mm)均部范围c(mm)均部中点距左端距离a(mm)均部中点距右端距离b(mm)左端支座反力RA=qc(12b2l-8b3+c2l-2bc2)/4l3(KN)右端支座反力RB=qc-RA(KN)α=a/lβ=b/l左支座反力RA=Pb2(1+2α)/l2(KN)右支座反力RB=Pa2(1+2β)/l2(KN)距左端距离x(mm)弯距Mx(KN·m)左支座反力RA=Pb2(1+2α)/l2(KN)右支座反力RB=Pa2(1+2β)/l2(KN)距左端距离x(mm)弯距Mx(KN·m)二、一个集中力P距左端距离a(mm)距右端距离b(mm)一、截面信息板跨l(mm)二、一个集中力P距左端距离a(mm)距右端距离b(mm)α=a/lβ=b/l216025202880324036000.000.000.000.000.00216025202880324036000.000.000.000.000.000216025202880324036000.000.000.000.000.00632160252028803240360016.639.83-1.51-17.39-37.8016.639.83-1.51-17.39-37.8037.80右端支座反力RB=qc-RA(KN)最大弯距M=Max(M+,|M-|)(KN·m)右端支座反力RB=qc-RA(KN)-37.80-17.39-50.00-40.00-30.00-20.00-10.000.0010.0020.0030.0005001000Mx(KN·m)17.39-1.519.8316.6318.9016.639.83-1.51-17.39-37.801000150020002500300035004000x(mm)图表标题一、原始数据钢筋型号板厚h(mm)250受力钢筋强度设计值fy(N/mm2)板长l(mm)3600钢筋弹性模量ES(N/mm2)混凝土强度等级C25构件受力特征系数αcr构件环境2纵向受拉钢筋表面特征系数ν说明：1：一类，2：二类a，3：二类b，4:三类a，5：三类b保护层厚度as二、常规数据混凝土轴心抗压设计值fc(N/mm2)11.9混凝土弹性模量EC(N/mm2)系数α11.00板有效高度h0=h-2*as(mm)混凝土抗拉标准值ftk(N/mm2)1.27三、截面配筋设计弯距M(KN·m)37.8钢筋直径d(mm)截面抵抗矩系数αS=M/α1fcbh020.0794钢筋间距s(mm)γS=(1+(1-2αS)1/2)/20.9586钢筋实际配筋面积AS(mm2)计算钢筋面积AS=M/γSfyh0(mm2)938.9是否满足Asmin1350Asmax三、裂缝验算短期弯矩MS(KN·m)41.58ρte=AS/0.5bh长期弯矩Ml(KN·m)41.58ρte实际取值(ρte≥0.01)σsk=MS/ηh0AS(N/mm2)167.34受拉区纵筋等效直径deq=d/ν(mm)ψ=1.1-0.65ftk/ρteσsk0.607应变不均匀系数ψ实际取值(0.