ψ试床縚招聘培训主管_职位说明书

4600P(KN)0500410000460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.00P(KN)0500410000460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)0100400300430000460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)0100400300430000460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)460460030671533105.80460920138018402300276032203680414046000.000.161.304.3810.3820.2835.0455.6483.06118.26162.23q(KN/m)0100400367423300460920138018402300276032203680414046000.000.000.000.000.000.000.000.000.000.000.000.000.161.304.3810.3820.2835.0455.6483.06118.26162.23固定端支座反力RB=qc/2(KN)距左端距离x(mm)弯距Mx(KN·m)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）弯距Mx(KN·m)距左端距离x(mm)固定端支座反力RB=qc/2(KN)固定端支座反力RB=qc(KN)距左端距离x(mm)弯距Mx(KN·m)叠加弯距Mx(KN·m)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)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)固定端支座反力RB=qc(KN)三、一段均部荷载q距悬臂端距离x(mm)弯距Mx(KN·m)距悬臂端距离a(mm)固定端支座反力RB=P(KN)距固定端距离b(mm)固定端支座反力RB=P(KN)二、一个集中力P一、截面信息二、一个集中力P距悬臂端距离a(mm)板长l(mm)距固定端距离b(mm)距悬臂端距离x(mm)弯距Mx(KN·m)0.000.161.304.3820.2835.0455.6483.06118.26162.230.0020.0040.0060.0080.00100.00120.00140.00160.00180.00010002000300040005000Mx(KN·m)x(mm)叠加弯距Mx4600P(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)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)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)四、一段三角形荷载q（q靠近固定端）距固定端距离b(mm)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)α=a/lβ=b/l二、一个集中力P距简支端距离a(mm)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=Pb2(3-β)/2l2(KN)一、截面信息二、一个集中力P距简支端距离a(mm)板长l(mm)固支座反力RB=qc-RA(KN)距简支端距离x(mm)弯距Mx(KN·m)距简支端距离d(mm)均部中点距简支端距离a(mm)距固定端距离b(mm)α=a/lβ=b/l固支座反力RB=qc-RA(KN)三、一段均部荷载q固支座反力RB=Pa(3-α2)/2l(KN)距简支端距离x(mm)弯距Mx(KN·m)距简支端距离x(mm)简支座反力RA=qc(12b2l-4b3+ac2)/8l3(KN)弯距Mx(KN·m)三、一段均部荷载q简支座反力RA=qc(12b2l-4b3+ac2)/8l3(KN)均部范围c(mm)均部中点距固定端距离b(mm)0.009.5218.0724.6628.3428.1323.0512.13-5.61-30.60-62.08-70.00-60.00-50.00-40.00-30.00-20.00-10.000.0010.0020.0030.0040.00010002000300040005000Mx(KN·m)x(mm)叠加弯距Mx0.009.5218.0724.6628.3428.1323.0512.13-5.61-30.60-62.0828.34-62.0862.08最大正弯距M+(KN·m)最大负弯距M-(KN·m)叠加弯距Mx(KN·m)最大弯距M=Max(M+,|M-|)(KN·m)x(mm)3200P(KN)050027000.1560.844000320640960128016000.000.000.000.000.000.00P(KN)050027000.1560.844000320640960128016000.000.000.000.000.000.00q(KN/m)23032001600160036.8032064096012801600-19.63-9.03-0.795.108.649.81q(KN/m)0300400500270000320640960128016000.000.000.000.000.000.00-19.63-9.03-0.795.108.649.819.81-19.63最大负弯距M-(KN·m)叠加弯距Mx(KN·m)最大正弯距M+(KN·m)最大弯距M=Max(M+,|M-|)(KN·m)三、一段均部荷载q距左端最近距离d(mm)距左端距离x(mm)弯距Mx(KN·m)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)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)距左端距离x(mm)弯距Mx(KN·m)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)三、一段均部荷载q距左端最近距离d(mm)距左端距离x(mm)弯距Mx(KN·m)均部范围c(mm)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/l192022402560288032000.000.000.000.000.00192022402560288032000.000.000.000.000.0036.8192022402560288032008.645.10-0.79-9.03-19.630192022402560288032000.000.000.000.000.008.645.10-0.79-9.03-19.6319.63最大弯距M=Max(M+,|M-|)(KN·m)右端支座反力RB=qc-RA(KN)右端支座反力RB=qc-RA(KN)-19.63-9.03-0.79-25.00-20.00-15.00-10.00-5.000.005.0010.0015.00050010001500Mx(KN·m)叠加弯距0.795.108.649.818.645.10-0.79-9.03-19.6315002000250030003500x(mm)叠加弯距Mx一、原始数据板厚h(mm)500受力钢筋强度设计值fy(N/mm2)300板长l(mm)7000钢筋弹性模量ES(N/mm2)2.0E+05混凝土强度等级C30构件受力特征系数αcr2.1纵向受拉钢筋表面特征系数ν0.7二、常规数据混凝土轴心抗压设计值fc(N/mm2)14.3混凝土弹性模量EC(N/mm2)3.0E+04系数α11.00板有效高度h0=h-40(mm)460混凝土抗拉标准值ftk(N/mm2)2.01三、截面配筋设计弯距M(KN·m)99.00钢筋直径d(mm)20截面抵抗矩系数αS=M/α1fcbh020.0327钢筋间距s(mm)150γS=(1+(1-2αS)1/2)/20.9834钢筋实际配筋面积AS(mm2)2094.4钢筋面积AS=M/γSfyh0(mm2)729.5是否满足满足三、裂缝验算短期弯矩MS(KN·m)71.00ρte=AS/0.5bh0.0084长期弯矩Ml(KN·m)36.00ρte实际取值(ρte≥0.01)0.0100σsk=MS/ηh0AS(N/mm2)84.71受拉区纵筋等效直径deq=d/ν(mm)28.6ψ=1.1-0.65ftk/ρteσsk-0.442应变不均匀系数ψ实际取值(0.2≤ψ≤1.0)0.200200