湘阴某中学第二宿舍施工组织设计

第六章框架柱截面配筋设计框架梁，柱截面配筋除满足承载力要求外，对于梁和柱还应满足裂缝宽度的要求。设计依据：钢筋砼等级C35fc=16.7N/mmft=1.57N/mmftk=2.2N/mm钢筋强度HPB300fy=270N/mmfyk=300N/mmHRB400fy=360KN/mmfyk=400N/mm通过查表可得ξb=0.518.6.1框架截面设计轴压比验算边柱底层柱NMAX=2428.94kN轴压比:μN=N/(fcAc)=2428.94kN/(16.7N/mm×0.5m×0.5m)=0.58<=[0.85]满足要求中柱底层柱NMAX=4183.22kN轴压比:μN=N/(fcAc)=4183.22kN/(16.7N/mm×0.5m×0.5m)=1.0>[0.85]不满足要求所以中柱截面尺寸修改为550mm×550mm经验算满足要求。6.2柱端弯矩的调整依据《建筑抗震设计规范》规定，有目的的增大柱端弯矩设计值，体现“强柱弱梁”的设计概念。依据《建筑抗震设计规范》规定，对框架结构底层柱下端弯矩乘以增大系数，以加强底层柱下端的实际受弯承载力，推迟塑铰的出现。6.3框架柱正截面承载力计算1、柱的同一截面分别承受正反向弯矩，故采用对称配筋。依据《建筑抗震设计规范》：一、二、三、四级框架梁柱节点处，除框架顶层轴压比小于0.15者及框支梁与框支柱的节点外，柱端组合的弯矩设计值应符合：（6.1）式中：节点上下柱截面顺时针或逆时针方向组合的弯矩设计值之和。节点左右梁截面顺时针或逆时针方向组合的弯矩设计值之和。框架柱端弯矩增大系数，对框架结构，一、二、三、四级可分别取1.7、1.5、1.3、1.2。A轴、D轴柱端组合的弯矩设计调整（|Mmax|），B轴、C轴柱端组合的弯矩设计调整（|Mmax|）计算结果分别见下表。表6.1A轴、D轴柱端组合的弯矩设计调整（|Mmax|）轴线节点上柱（kN.m）节点下柱（kN.m）梁端弯矩（kN.m）梁端弯矩×1.3（kN.m）调整后节点上柱（kN.m）调整后节点下柱（kN.m）A轴四层104.37175.51272.04353.65131.88221.77三层143.30190.15316.03410.84176.56234.28二层168.59206.03354.84461.29207.59253.28一层208.86182.32370.04481.05256.19224.86D轴四层104.37175.51272.04353.65131.88221.77三层143.30190.15316.03410.84176.56234.28二层168.59206.03354.84461.29207.59253.28一层208.86182.32370.04481.05256.19224.86表6.2B轴、C轴柱端组合的弯矩设计调整（|Mmax|）轴线节点上柱（kN.m）节点下柱（kN.m）梁左端弯矩（kN.m）梁右端弯矩（kN.m）（梁左+梁）×1.3（kN.）调整后节点上柱（kN.m）调整后节点下柱（kN.m）C轴四层149.78234.10229.1678.69400.21156.15244.06三层230.66275.23257.06145.35523.13238.52284.61二层274.48311.03275.44192.03607.70284.88322.82一层316.94308.30286.19212.78648.66328.81319.85B轴四层149.78234.10229.1678.69400.21156.15244.06三层230.66275.23257.06145.35523.13238.52284.61二层274.48311.03275.44192.03607.70284.88322.82一层316.94308.30286.19212.78648.66328.81319.85三级框架结构的底层，柱下端截面组合的弯矩设计值，应乘以增大系数1.3.如图5.1所示。图5.1弯矩设计调整值2、依据《混凝土结构计算设计规范》e0=M2/N2ea={20,h/30}max=20mmei=e0+ea构件端截面偏心距调节系数Cm=0.7+0.3M1/M2，当小于0.7时取0.7.截面曲面系数率ξc=0.5fcA/N,当计算大于0.7时取0.7.弯矩增大系数，Lc为构件的计算长度。故CmηnsM2当Cmηns小于1.0时，取1.0.ei=ei+h/2-as=ei-h/2+as由得，且ξ≦ξb=0.518（6.2）（6.3）依据《建筑抗震设计规范》（GB50011-2010）中6.3.7条规定：三级抗震等级的框架结构中柱和边柱，钢筋强度等级标准值为400MPa时，柱截面纵向钢筋的最小总配筋率为0.7%；柱总配筋率不应大于5%.故0.7%bh=0.7%×500×500=1875≦≦5%bh=5%×500×500=12500且≥0.2%bh=0.2%×500×500=5003、正截面承载力计算B柱为例因为柱同一截面分别承受正反向弯矩，故采用对称配筋B轴柱Nb=α1fcbh0ξb=16.7×500×460×0.518=1989.64kN1层L0=1.0H=4.3m从柱的内力组合表可见，,为小偏压,选用M大、N大的组合;对于N≦Nb,为大偏压，选用M大N小的组合。第一组内力：M=263.05KN.mN=3319.37KN.mM1/M2=255.88/263.05=0.97>=0.934-12(M1/M2)=34-12×(-0.97)=45.64LC/i=4300/144.3=29.80<45.64满足要求，故不考虑构件自身挠曲产生的附加弯矩影响。e0=M/N=263.05KN.m/3319.37KN.m×=79.25mme=max{20mm,500mm/30mm}=20mme=e+e=79.25mm+20mm=99mme=ei+h/2-as=99+500/2-35=314mm=0.518为小偏压因为ξh0-2=0.86×460-2×35=325mm所以第二组内力组合M=263.05KN.mN=1776.91KN.mM1/M2=255.88/263.05=0.97>=0.934-12(M1/M2)=34-12×(-0.97)=45.64LC/i=4300/144.3=29.80<45.64满足要求，故不考虑构件自身挠曲产生的附加弯矩影响。e0=M/N=263.05KN.m/1776.91KN.m×=148mme=e+e=148mm+20mm=168mme=max{20mm,600mm/30mm}=20mm8为大偏压因为ξh0-2=0.458×465-2×35=143mm>0ei=ei+h/2-as=168+500/2-35=383mm所以由于纵向受力钢筋采用HRB400，最小配筋率ρmin=0.55%考虑纵向挠曲影响后的弯矩设计值为=0.55%×500²/2=687.5mm综合两组内力计算结果，按构造配筋,每侧实配418（=1017mm）各楼层正截面承载力计算如下表所示。因为该建筑结构对称，故只取A/B柱来进行正截面承载力计算。表6.3框架柱正截面承载力计算Mmax柱层b×h()LcLc/h截面一般组合地震组合组合内力考虑二阶效应的影响ee/N-Nb破坏类型大偏压ξξh<2aξh>2a选用钢筋Asmin实际配筋MNMNrMrNcme0eaeiei/h0§ηCmηMA5500*5003.967.92顶86.59454.93129.40381.2497.05285.930.94339.420359.420.771.01.061.0078.34574.42144.42-1725大偏压0.07266.75414500615500*500底88.36503.09104.37407.3478.28305.514500*5003.967.92顶96.65905.93131.88898.06105.50718.450.88146.820166.850.361.01.131.00176.80381.85-48.15-1293大偏压0.19134.74414500615500*500底92.04981.08221.77924.16177.42739.333500*5003.967.92顶98.611384.55176.561388.96141.251111.170.93127.120147.120.321.01.151.07200.04362.12-67.88-900大偏压0.29212.05414500615500*500底93.611410.65234.281415.06187.421132.052500*5003.967.92顶109.041865.85207.591889.23166.071511.380.95109.920129.880.281.01.171.11225.04344.88-85.12-500大偏压0.39242.65414500615500*500底117.731891.73253.701915.33202.961532.261500*5004.308.60顶81.512348.00256.192394.94204.951915.950.9692.620112.580.241.01.231.19214.01327.58-102.42-95大偏压0.49223.36414500615500*500底84.622382.01224.862428.94179.891943.15B5550*5503.967.92顶76.22509.15161.99378.48121.49283.860.98428.020448.000.961.01.051.03124.69663.00233.00-1727大偏压0.07427.26416500804550*550底81.27573.90149.78404.58112.34303.444550*5503.967.92顶102.511321.47156.151091.62124.92873.300.89143.020163.040.351.01.141.01126.75378.04-51.96-1138大偏压0.22144.55416500804550*550底101.351347.57244.061117.72195.25894.183550*5503.967.92顶109.812122.71238.521696.79190.821357.430.95140.620160.570.351.01.141.08206.91375.57-54.43-654大偏压0.3520.77416500804550*550底109.012148.81284.611722.89227.691378.312550*5503.967.92顶123.752913.86284.882263.23227.901810.580.96125.920145.870.311.01.151.11253.69360.87-69.13-200大偏压0.4798.87416500804550*550底129.962913.86322.822289.33258.261831.461550*5504.308.60顶102.193722.12328.812827.54263.052262.030.99116.320136.290.291.01.191.18311.54351.29-78.71251小偏压0.58379.41416500804550*550底90.183756.73319.852861.55255.882289.24表6.4框架柱正截面承载力计算Nmax柱层b×h()LcLc/h截面一般组合地震组合组合内力考虑二阶效应的影响ee/N-Nb破坏类型大偏压ξξh<2aξh>2a选用钢筋Asmin实际配筋MNMNrMrNcme0eaeiei/h0§ηCmηMA5500*5003.967.92顶84.51473.72129.40381.2497.05285.930.94339.420359.420.771.01.061.0078.34574.42144.42-1725大偏压0.08266.75414500615500*500底88.36503.09104.37407.3478.28305.514500*5003.967.92顶91.68997.79131.88898.06105.50718.450.88146.820166.850.361.01.131.00176.80381.85-48.15-1293大偏压0.19185.69414500615500*500底91.201027.15221.77924.16177.42739.333500*5003.967.92顶88.811521.62176.561388.96141.251111.170.93127.120147.120.321.01.151.07200.04362.12-67.88-900大偏压0.29256.66414500615500*500底86.921550.98234.281415.06187.421132.052500*5003.967.92顶96.162045.92207.591889.23166.071511.380.95109.920129.880.281.01.171.11225.04344.88-85.12-500大偏压0.39280.79414500615500*500底107.262075.29253.701915.33202.961532.261500*5004.308.60顶73.692462.01256.192394.94204.951915.950.9692.620112.580.241.01.231.19214.01327.58-102.4-95大偏压0.50264.46414500615500*500底30.372606.78224.862428.94179.891943.15B5550*5503.967.92顶70.72568.8154.20482.1440.65361.610.8553.32073.320.161.01.311.1145.13288.32-141.7-1649大偏压0.10330.954185001017550*550底78.72598.1727.10508.2420.33381.184550*5503.967.92顶88.411485.83156.151436.95124.921149.560.89166.820186.820.401.01.121.00124.80401.82-28.18-861大偏压0.3052.194185001017550*550底87.401515.19244.061463.05195.251170.443550*5503.967.92顶85.512403.09238.522396.37190.821917.100.95117.520137.490.301.01.161.11211.17352.49-77.51-94大偏压0.5044.244185001017550*550底84.632432.45284.612422.47227.691937.982550*5503.967.92顶90.653319.87284.883393.69227.902714.950.9694.420114.400.251.01.201.15262.99329.40-100.6704小偏压0.70498.744185001017550*550底97.543349.23322.823419.79258.262735.831550*5504.308.60顶53.804268.25328.814149.21263.053319.370.9976.52096.460.211.01.271.26332.45311.46-118.51308小偏压0.861012.94185001017550*550底26.904306.51319.854183.22255.883346.58表6.5框架柱正截面承载力计算Nmin柱层b×h()LcLc/h截面一般组合地震组合组合内力考虑二阶效应的影响ee/N-Nb破坏类型大偏压ξξh<2aξh>2a选用钢筋Asmin实际配筋MNMNrMrNcme0eaeiei/h0§ηCmηMA5500*5003.967.92顶69.08426.2312.59291.509.44218.630.8743.22063.190.141.01.361.1811.19278.19-151.81-1792大偏压0.06214.4414500615500*500底75.12452.3321.65313.2516.24234.944500*5003.967.92顶68.45894.54131.88667.23105.50533.780.88197.720217.650.471.01.100.97102.23432.652.65-1477大偏压0.149.15414500615500*500底72.77920.64221.77688.98177.42551.186153500*5003.967.92顶61.481360.21176.561000.19141.25800.150.93176.520196.530.421.01.111.03145.74411.53-18.47-1211大偏压0.21209.65414500615500*500底63.061386.31234.281021.94187.42817.556152500*5003.967.92顶64.271824.08207.591324.52166.071059.620.95156.720176.730.381.01.131.07176.95391.73-38.27-951大偏压0.27306.81414500615500*500底75.591850.18253.701346.27202.961077.026151500*5004.308.60顶27.972284.02256.191640.73204.951312.581.04156.120176.140.381.01.151.20245.59391.14-38.86-698大偏压0.34256.57414500615500*500底29.872318.03224.861669.07179.891335.26B5550*5503.967.92顶76.22509.15153.01306.76114.76230.070.97498.820518.791.121.01.041.01116.33733.79303.79-1781大偏压0.06451.5416500804550*550底81.14535.25138.56328.51103.92246.384$164550*5503.967.92顶102.511321.47156.15880.90124.92704.720.89177.320197.260.421.01.110.99124.09412.26-17.74-1306大偏压0.18207.32416500804550*550底101.351347.57244.06902.65195.25722.124$168043550*5503.967.92顶109.812122.71238.521355.69190.821084.550.95175.920195.940.421.01.111.06202.33410.94-19.06-926大偏压0.28168.97416500804550*550底109.012148.81284.611377.44227.691101.954$168042550*5503.967.92顶123.752913.86284.881791.82227.901433.460.96159.020178.990.381.01.131.09247.43393.99-36.01-578大偏压0.37186.82416500804550*550底129.962939.36322.821813.57258.261450.864$168041550*5504.308.60顶102.193722.72328.812221.14263.051776.910.99148.020168.040.361.01.161.15301.97383.04-46.96-234大偏压0.46121.23416500804550*550底90.183756.73319.852249.48255.881799.586.4框架柱斜截面承载力计算（1）框架柱最不利剪力计算根据“强剪弱弯”原则，对柱端剪力进行调整（6.3）V柱端截面组合的剪力设计值。Hn柱的净高；、--柱的上下端顺时针或反时针截面组合的弯矩截面设计值；——为承载力调整系数，本设计取0.85。计算结果如表6.2所示表6.6框架柱剪力调整计算层柱净高Hn（m）5A131.88129.242.7098.65B156.15161.972.70120.19C156.15161.992.70120.19D131.88129.242.7098.654A176.56221.772.70150.48B238.52244.062.70189.90C238.52244.062.70189.90D176.56221.772.70150.483A207.59234.282.70166.93B284.88284.612.70215.14C284.88284.612.70215.14D207.59234.282.70166.932A256.19253.702.70192.63B328.81322.822.70246.17C328.81322.822.70192.63D256.19253.702.70246.171A389.55224.863.70169.38B446.49319.853.70211.26C446.49319.853.70211.26D389.55224.863.70169.38截面尺寸的验算各柱的剪跨比均大于2，对于三级框架应满足：0.2fCbho=(0.2×16.7×465×500)=776.55kN>Vmax=246.17kN均满足要求。斜截面承载力计算 最不利内力组合M=263.05KN.mN=3319.37KNV=246.17kN由于柱的反弯点在层高范围内,剪跨比λ=Hn/ho=2.7/(2×0.465)=2.90N=3319.37KN>0.3fCA=0.3×16.7×500×500×=1252.5kN故取N=1252.5kN截面尺寸满足要求，但应按计算配筋=（246.17-168.42）/(270×465)=0.62采用8@250的四肢箍时（4×50.3）/500=0.804>0.62满足要求依据《混凝土结构计算设计规范》①柱端加密区S≦{8d,100}min={8×20,100}=100mm取s=100mm,选用48②非柱端加密区S=200mm<15d=15×20=300mm,选用48③柱端加密区长度标准层：max={500,2700/6,500}max=500mm，取l=500底层：max={500,3700/3,500}max=1233mm，取l=1300mm④验算体积配筋率由上可知依据《混凝土结构计算设计规范》拟用普通箍，混凝土强度C35，柱保护层35mm则：==452mm=(500-2×48)×(500-2×48)=244016加密区底层=(4×50.3×452+4×50.3×452)/(244016×100)=0.87%>=0.098×16.7/270=0.61%>0.4%四层=(4×50.3×452+4×50.3×452)/(244016×100)=0.87%>=0.076×16.7/270=0.47%>0.4%满足要求.非加密区=(4×50.3×452+4×50.3×452)/(244016×200)=0.435%在箍筋非加密区，箍筋的体积配筋是加密区配筋的一半，满足依据《混凝土结构计算设计规范》的要求。（4）裂缝宽度验算A轴柱：，可不验算裂缝宽度B轴柱：，需要验算裂缝宽度C轴柱：，需要验算裂缝宽度D轴柱：，可不验算裂缝宽度对于不满足要求的B、C柱，可按照下式验算裂缝宽度：经验算B、C柱满足。第七章框架梁截面配筋设计7.1正截面受弯承载力计算考虑地震作用的影响，梁受弯是抗震承载力调整系数=0.75，受剪抗震承载力调整系数=0.85.最小配筋率要求的As,min非抗震区，As,min=0.15%bh=180mm2在本工程中框架等级为三级，对As,min的要求为：支座截面As,min=0.25%bh=0.25%×300×600=450mm2跨中截面As,min=0.2%bh=0.2%×300×600=360mm2梁AB（300mm×600mm）顶层跨中截面M=M=95.60KN·m=95.60×/(1.0×16.7×300×560×560)=0.061=1-=0.062<=0.518=1.0×16.7×300×560×0.062/360=483mm²min=max［0.2％、（ft/fy）％]=0.2％As，min=minbh=0.025×300×600=360mm²下部实配220（As=628mm²）上部按构造要求配筋。梁AB、梁BC各截面的正截面受弯承载力配筋计算见（梁CD与梁AB配筋相同）表7.1横向梁正截面配筋层数混凝土等级跨b×h截面一般内力组合考虑地震作用组合内力ho（mm）αsξAs（m㎡）Amin配筋m㎡实选面积m㎡M（kN.m）V(kN)M（kN.m）V(kN)1C35AB300*600左-189.22158.40-277.53167.525600.1770.19615264504221520中212.38180.045600.1150.1229513603221140右-197.68-259.95-214.64-243.195600.1370.14711494504221520BC300*600左-150.283.47-283.43277.785600.1800.20015634504221520中-92.71-59.665600.0380.039302360222760右-150.2-83.47-283.43-277.785600.1800.20015634504221520表7.1横向梁正截面配筋层数混凝土等级跨b×h截面一般内力组合考虑地震作用组合内力ho（mm）αsξAs（m㎡）Amin配筋m㎡实选面积m㎡M（kN.m）V(kN)M（kN.m）V(kN)3C35AB300*600左-181.04154.86-237.02154.945600.1510.16412814504201256中204.43163.155600.1040.110856360320942右-199.03272.24-192.80-228.815600.1230.13110244504201256BC300*600左-110.7658.74-211.92206.095600.1350.14511344504201256中-74.99-48.255600.0310.031243360220628右-110.77-58.74-211.93-206.095600.1350.14511344504201256层数混凝土等级跨b×h截面一般内力组合考虑地震作用组合内力ho（mm）αsξAs（m㎡）Amin配筋m㎡实选面积m㎡M（kN.m）V(kN)M（kN.m）V(kN)5C35AB300*600左-86.45123.92-95.6093.385600.0610.063490450220628中101.8470.925600.0450.046360360220628右-104.02-132.80-77.59-96.975600.0580.059463450220628BC300*600左-65.5224.62-81.7769.915600.0520.053417450220628中-53.27-29.335600.0190.019147360220628右-65.54-24.62-81.7869.915600.0520.0534174502206287.2斜截面受剪承载力计算1、框架梁受剪截面的验算1层Vb=277.78KN梁AB（300mm×600mm）AB、BC、CD梁跨高比：/h=6.6/0.6=11>2.5/h=2.4/0.6=4>2.5因为/b=560mm/300mm=1.87≦4(为截面腹板高度等于截面有效高度)所以0.25βcfcbh0=0.25×1.0×16.7×300×560=701.4KN＞Vb满足要求..09Vb=277.78KN≥0.7ftbh0=0.7×1.09×1.57×300×560=201.25kN故需要配置腹筋。且应验算=0.24ft/fyv=0.24×1.57/270=0.14%仅配置箍筋选用双肢箍筋28@150==2×50.24/(200×300)=0.16%=0.24ft/fyv=0.24×1.57/270=0.14%满足计算要求。第八章楼板设计材料选用：C35混凝土，=16.7N/；HRB400钢筋，N/，现浇楼面板尺寸的确定：6600/3900=1.69<3（D1屋面板为例）按双向楼板计算理论进行计算。8.1荷载计算恒荷载标准值：=4.33kN/(楼面板)=6.89kN/（屋面板）活荷载标准值：=2kN/(楼面板)，2.5kN/（卫生间板）=2kN/（屋面板）恒荷载设计值：g=1.2=1.2×4.33=5.20kN/(楼面板)g=1.2=1.2×6.89=8.27kN/（屋面板）活荷载设计值：q=1.4=1.4×2.5=3.5kN/(卫生间板)q=1.4=1.4×2=2.8kN/（屋面板,楼面板）8.2弯矩计算按塑性理论计算，取1m宽板带作为计算单元。楼面边区格板，板与梁整体连接，计算跨度为板的净跨度。==3.9-0.3=3.6m==6.6-0.3=6.3mn=/=6.3/3.6=1.75取α==0.35,β=2，采用分离式配筋。跨内及支座塑性铰线上的总弯矩为：带入基本公式得：2×6.6+2×0.891+2×12.6+2×2.38=（8.27+2.8）×3.6×3.6×（3×6.3-3.6）/12=3.97kN.m/m0.35×3.97=1.39kN.m/m2×3.97=7.94kN.m/m2×1.39=2.77kN.m/m8.3配筋计算各区格板跨内及支座弯矩已求得，取截面有效高度楼面板：=100mm=90mm屋面板：=100mm=90mm屋面和楼面板布置图如图8.1，图8.2：图8.1屋面板布置图图8.2楼面板布置图即可近似按计算钢筋截面面积，计算如下：表8.1D1，D2板弯矩计算LoxLoyD2LoxLoy3.96.62.43.9gqgq6.8926.892αβαβ0.3520.3825.6251.023.30.68Mx1=β*LoyMxMy=ɑ*β*Lox*MxMx1=β*LoyMxMy=ɑ*β*Lox*Mx13.22.727.81.82Mx2My2Mx2My213.22.727.81.822*Mx+2*My+Mx1+My1+Mx2+My245.142*Mx+2*My+Mx1+My1+Mx2+My227.20p*Lox*Lox/12*(3*Loy-Lox)179.16p*Lox*Lox/12*(3*Loy-Lox)39.683.971.46Mx3.97Mx11.46My=ɑ*Mx1.39My=ɑ*Mx0.55Mx1=β*Mx7.94Mx1=β*Mx2.92My1=β*My2.77My1=β*My1.11Mx2=Mx17.94Mx2=Mx12.92My2=My22.77My2=My21.11表8.2D1,D2板配筋计算截面M/KN.mho/mmAs/mm选配钢筋实配钢筋支座D1屋面板lox7.94100232.1610@200251loy2.779089.9910@200251D2屋面板lox2.9210085.3810@200251loy1.119036.0610@200251跨中D1屋面板lox3.97100116.0810@200251loy1.399045.1610@200251D2屋面板lox1.4610042.6910@200251loy0.559017.8710@200251表8.3B1，B2板弯矩计算LoxLoyLoxLoy3.94.22.43.9gqgq4.3324.332αβαβ0.8620.382Mx=（Loy-Lox)/4*MxMy=3/4*ɑ*Lox*MxMx=（Loy-Lox)/4*MxMy=3/4*ɑ*Lox*Mx3.2252.523.30.68Mx1=β*LoyMxMy=ɑ*β*Lox*MxMx1=β*LoyMxMy=ɑ*β*Lox*Mx8.46.737.81.82Mx2My2Mx2My28.46.737.81.822*Mx+2*My+Mx1+My1+Mx2+My241.752*Mx+2*My+Mx1+My1+Mx2+My227.20p*Lox*Lox/12*(3*Loy-Lox)69.80p*Lox*Lox/12*(3*Loy-Lox)28.26Mx1.67Mx1.04My=ɑ*Mx1.44My=ɑ*Mx0.39Mx1=β*Mx3.34Mx1=β*Mx2.08My1=β*My2.88My1=β*My0.79Mx2=Mx13.34Mx2=Mx12.08My2=My22.88My2=My20.79表8.4B3，B4板弯矩计算LoxLoyLoxLoy2.43.91.82.4gqgq4.3324.332αβαβ0.3820.562Mx=（Loy-Lox)/4*MxMy=3/4*ɑ*Lox*MxMx=（Loy-Lox)/4*MxMy=3/4*ɑ*Lox*Mx3.30.681.950.76Mx1=β*LoyMxMy=ɑ*β*Lox*MxMx1=β*LoyMxMy=ɑ*β*Lox*Mx7.81.824.82.03Mx2My2Mx2My27.81.824.82.032*Mx+2*My+Mx1+My1+Mx2+My227.202*Mx+2*My+Mx1+My1+Mx2+My219.070.8*p*Lox*Lox/12*(3*Loy-Lox)22.61p*Lox*Lox/12*(3*Loy-Lox)9.23Mx0.83Mx0.48My=ɑ*Mx0.31My=ɑ*Mx0.27Mx1=β*Mx1.66Mx1=β*Mx0.97My1=β*My0.63My1=β*My0.54Mx2=Mx11.66Mx2=Mx10.97My2=My20.63My2=My20.54表8.5B5，B6板弯矩计算LoxLoyLoxLoy1.82.41.82.4gqgq10.362.54.332αβαβ0.5620.562Mx=（Loy-Lox)/4*MxMy=3/4*ɑ*Lox*MxMx=（Loy-Lox)/4*MxMy=3/4*ɑ*Lox*Mx1.950.761.950.76Mx1=β*LoyMxMy=ɑ*β*Lox*MxMx1=β*LoyMxMy=ɑ*β*Lox*Mx4.82.034.82.03Mx2My2Mx2My24.82.034.82.032*Mx+2*My+Mx1+My1+Mx2+My219.072*Mx+2*My+Mx1+My1+Mx2+My219.070.8p*Lox*Lox/12*(3*Loy-Lox)15.000.8*p*Lox*Lox/12*(3*Loy-Lox)7.38Mx0.79Mx0.39My=ɑ*Mx0.44My=ɑ*Mx0.22Mx1=β*Mx1.57Mx1=β*Mx0.77My1=β*My0.88My1=β*My0.44Mx2=Mx11.57Mx2=Mx10.77My2=My20.88My2=My20.44表8.6B1-B6板配筋计算截面ho/mmAs/mm选配钢筋实配钢筋支座B1楼面板lox10097.596@150189loy9074.076@150189B2楼面板lox10060.826@150189loy9025.676@150189B3楼面板lox10048.546@150189loy9020.476@150189B4楼面板lox10028.366@150189loy9017.546@150189B5楼面板lox10045.916@150189loy9028.596@150189B6楼面板lox10022.516@150189loy9014.296@150189跨中B1楼面板lox10048.836@150189loy9046.786@150189B2楼面板lox10030.416@150189loy9012.67