《建筑結(jié)構(gòu)設(shè)計(jì)中的豎向荷載下內(nèi)力計(jì)算案例綜述》5500字

建筑結(jié)構(gòu)設(shè)計(jì)中的豎向荷載下內(nèi)力計(jì)算案例綜述1.1恒載作用下的內(nèi)力計(jì)算1.分層的基本假定[10]：（1）在豎向荷載作用下，框架側(cè)移小，可忽略不計(jì)。（2）每層梁上的荷載對(duì)其它各層梁的影響很小，可忽略不計(jì)。因此，每層梁上的荷載只在該層梁及與該層梁相連的柱上分配和傳遞。2.內(nèi)力計(jì)算下面采用分層法計(jì)算桿端彎矩。桿端彎矩以繞桿件順時(shí)針?lè)较蛐D(zhuǎn)為正，柱軸力以受壓為正。（1）計(jì)算桿端彎矩分配系數(shù)以第六層的邊節(jié)點(diǎn)和中節(jié)點(diǎn)為例子，說(shuō)明桿端彎矩分配系數(shù)的計(jì)算方法，計(jì)算分配系數(shù)時(shí)，除底層柱以外其它各層柱子線剛度均乘0.9的折減系數(shù)。結(jié)構(gòu)可視為對(duì)稱(chēng)結(jié)構(gòu)，該榀框架所受線荷載和彎矩對(duì)稱(chēng)，所以可取半榀框架。SBC=SCB=4iBC=4×1.31=5.24SCD=2iCD=2×3.522=7.044S柱B=S柱C=S柱D=S柱E=0.9×4i柱=0.9×4×0.975=3.51μbc=Sbc/Sbc+S柱b=5.24/5.24+3.51=0.599μ柱b=S柱b/Sbc+S柱b=3.51/5.24+3.51=0.401μcb=5.24/5.24+3.51+7.044=0.332μcd=7.044/5.24+3.51+7.044=0.446μ柱c=3.51/5.24+3.51+7.044=0.222同理可求出其它各層各節(jié)點(diǎn)的桿端彎矩分配系數(shù)表2-12彎矩分配系數(shù)匯總表·A柱B柱上柱下柱右梁左梁上柱下柱右梁600.4010.5990.33200.2220.44650.2850.3150.40.2580.2160.2140.31240.3110.3110.3780.2570.2110.2140.31830.3110.3110.3780.2570.2110.2140.31820.3110.3110.3780.2570.2110.2140.31810.3260.2320.4420.2550.2230.1720.350層次C柱D柱左梁上柱下柱右梁左梁上柱下柱60.44600.2220.3320.59900.40150.3240.2150.2010.2540.3750.3100.31540.3230.2180.2010.2530.3730.3130.31330.3230.2180.2010.2530.3730.3130.31320.3230.2180.2010.2530.3730.3130.31310.3380.2290.1680.2670.4040.3390.257（2）計(jì)算桿件的固端彎矩以第六層的邊跨梁和中間梁為例，說(shuō)明桿件的固端彎矩的計(jì)算方法。將梯形分布荷載按等效的原則折算成均布的荷載。梯形的荷載計(jì)算公式：qe=（1-2α2+α3）q`，其中α=lo1/2lo2=3.9/(2×7.6)=0.257q`為梯形分布荷載的最大值邊跨等效均布荷載后BC（DE）跨梁：qe=23.01×（1-2×0.2572+0.2573）=20.361kN/mq=qe+q1=20.361+5.644=26.005kN/m中間跨均布荷載：q=5.644kN/m邊跨梁的固端彎矩MFBC=-1/12ql2=-1/12×26.005×82=-138.693kN·mMFCB=1/12ql2=138.693kN·mMFDE=-1/12ql2=-138.693kN·mMFED=1/12ql2=138.693kN·m中跨梁的固端彎矩MFCD=-1/12ql2=-1/12×5.644×2.82=-3.687kN·mMFDC=1/12ql2=3.687kN·m同理可求出其余各樓層梁的固端彎矩，計(jì)算結(jié)果見(jiàn)下表：表2-13恒載作用下的固端彎矩(kN·m)層次ABBABCCBCDDC6-138.693138.693-3.6873.687-138.693138.6935-139.763139.763-3.3673.367-139.763139.7634-139.763139.763-3.3673.367-139.763139.7633-139.763139.763-3.3673.367-139.763139.7632-139.763139.763-3.3673.367-139.763139.7631-139.763139.763-3.3673.367-139.763139.763（3）計(jì)算桿端彎矩采用分層法計(jì)算桿端彎矩。恒載作用下框架各節(jié)點(diǎn)的彎矩分配以及桿端分配彎矩的傳遞過(guò)程在下圖中進(jìn)行。由恒載計(jì)算簡(jiǎn)圖可以看出結(jié)構(gòu)對(duì)稱(chēng)，可取半邊結(jié)構(gòu)進(jìn)行力矩分配。圖2-8恒荷載作用下框架梁柱端彎矩分層法表2-14柱端彎矩匯總表（kNm)層次A柱上A柱下B柱上B柱下C柱上C柱下D柱上D柱下657.13745.677-53.384-39.57253.38439.572-57.137-45.677542.99644.005-34.956-36.22334.95636.223-42.996-44.005443.51243.054-36.153-36.17236.15336.172-43.512-43.054343.55342.837-36.172-35.96836.17235.968-43.553-42.837244.02548.910-36.725-41.10036.72541.100-44.025-48.910130.25515.128-30.648-15.32430.64815.324-30.255-15.128表2-15梁端彎矩匯總表（kNm)層次A柱右B柱左B柱右C柱左C柱右D柱左6-105.178122.287-30.04330.043-122.287105.1785-123.538134.453-18.01518.015-134.453123.5384-122.375132.965-18.67818.678-132.965122.3753-122.329132.944-18.68918.689-132.944122.3292-122.578133.172-18.56718.567-133.172122.5781-115.889129.178-21.64821.648-129.178115.889（4）梁跨中彎矩計(jì)算（以第六層梁為例）AB跨：q=q1+q均=[1-4/3×3.92/(2×7.4)2]×23.06+5.685=26.8376kN/mM=1/8ql2-(57.137+45.677)/2=1/8×26.8376×7.62-51.407=89.942kN·mBC跨：q=q均=5.685kN/mM=1/8ql2-(35.375+35.375)/2=1/8×5.684×2.82-53.384=-24.512kN·m同理可求出其余各層梁的跨中彎矩，計(jì)算結(jié)果見(jiàn)下表：表2-16梁跨中彎矩匯總表（kNm)層次ABBCCD689.942-24.51289.942586.377-13.11586.377487.703-13.77887.703387.736-13.78987.736287.498-13.66787.498192.839-16.74892.839（5）梁端剪力及柱軸力、剪力計(jì)算根據(jù)作用于梁上的荷載及梁端彎矩，用平衡條件求得梁端剪力。將柱兩側(cè)的梁端剪力、節(jié)點(diǎn)集中力及柱軸力疊加，得柱軸力。下面以第六層框架梁、柱為例說(shuō)明梁端剪力及柱軸力的計(jì)算過(guò)程。1）梁端剪力計(jì)算恒載作用下，梁端彎矩引起的剪力計(jì)算如下：AB跨：VrBC=-5.684×VlBC=5.153×7.1+23.01×7.1×(1-3.9/14.2)-81.028=74.060kNBC跨：VrCD=-(5.684×2.8×2.8/2+35.375-35.375)/2.8=-7.902kNVlCD=5.684×2.8-7.902=7.902kN同理可求出其余各層梁的剪力，計(jì)算結(jié)果見(jiàn)下表：表2-17梁端剪力匯總表（kN）層次A柱右B柱左B柱右C柱左C柱右D柱左688.543-93.0457.902-7.90293.045-88.543599.273-102.1457.000-7.000102.145-99.273499.316-102.1027.000-7.000102.102-99.316399.312-102.1067.000-7.000102.106-99.312299.315-102.1037.000-7.000102.103-99.315198.960-102.4587.000-7.000102.458-98.9602）柱軸力及柱剪力計(jì)算恒載作用下，第六層A柱的軸力：上端的軸力：NtA=88.54+239.049=360.212kN下端的軸力（計(jì)入柱的自重）：NbA=360.212+9.642×4=398.300kN柱剪力：VA6=-(42.483+32.950)/3.95=-19.097kN第六層B柱：上端的軸力：NtB=112.121+7.214+81.028=206.97Kn下端的軸力（計(jì)入柱的自重）：NbC=360.350+9.522×3.95=397.962kN柱剪力：VB6=-(-48.91-42.419)/4=-23.239kN同理可求出其余各層柱的軸力，計(jì)算結(jié)果見(jiàn)下表：表2-18柱頂軸力匯總表(kN)層次A柱B柱C柱D柱6360.212-206.977408.871-183.1265729.941-338.662835.982-278.13341098.761-471.3541262.086-374.04931467.577-604.0421688.194-469.96921836.396-736.7332114.299-565.88612204.860-869.0692540.759-662.158表2-19柱底軸力匯總表(kN)層次A柱B柱C柱D柱6398.300-168.409447.439-145.0385767.077-301.058873.586-240.99741135.897-433.7501299.690-336.91331504.713-566.4381725.798-432.83321873.532-699.1292151.903-528.75012256.279-817.0022592.826-610.739表2-20柱端剪力匯總表(kN)層次A柱B柱C柱D柱6-25.70423.239-23.23925.7045-22.30818.251-18.25122.3084-22.19618.545-18.54522.1963-22.15118.497-18.49722.1512-23.82919.955-19.95523.8291-8.4048.513-8.5138.404圖2-9恒載彎矩圖（kN·m）圖2-10恒載剪力圖（kN）圖2-11恒載軸力圖（kN）1.2活載作用下的內(nèi)力計(jì)算1.計(jì)算單元取計(jì)算單元進(jìn)行計(jì)算，同恒載作用下的內(nèi)力計(jì)算。因梁板為整體現(xiàn)澆，邊區(qū)格按雙向板考慮，傳給橫梁的樓面荷載為梯形荷載（邊梁）。其余荷載通過(guò)縱梁以集中荷載的形式傳給框架梁。因中間板8/2.4=3.3m＞3m,故按單向板考慮，樓面荷載以集中荷載的形式作用在柱上。2.內(nèi)力計(jì)算下面采用分層法計(jì)算桿端彎矩。桿端剪力以繞桿件順時(shí)針?lè)较蛐D(zhuǎn)為正，柱軸力以受壓為正。(1)計(jì)算桿端彎矩分配系數(shù)計(jì)算過(guò)程同恒載作用(2)計(jì)算桿件固端彎矩以第六層的邊跨梁和中間梁為例，說(shuō)明桿件的固端彎矩的計(jì)算方法。將梯形分布荷載按等效的原則折算成均布的荷載。梯形的荷載計(jì)算公式：qe=（1-2α2+α3）q`，其中α=lo1/2lo2=3.9/(2×7.6)=-0.257q`為梯形分布荷載的最大值邊跨等效均布荷載后BC（DE）跨梁：qe=8.4×（1-0.2572+0.2573）=7.99kN/m中間跨均布荷載：qe=0邊跨梁的固端彎矩MFBC=-1/12ql2=-1/12×7.99×7.62=-38.459kN·mMFCB=1/12ql2=38.459kN·mMFDE=-1/12ql2=-38.459kN·mMFED=1/12ql2=38.459kN·m中跨梁的固端彎矩MFCD=-1/12ql2=0MFDC=1/12ql2=0同理可求出其余各樓層梁的固端彎矩，計(jì)算結(jié)果見(jiàn)下表：表2-21活荷載作用下的固端彎矩（kNm)層次BCCBCDDCDEED6-38.45938.45900-38.45938.4595-38.45938.45900-38.45938.4594-38.45938.45900-38.45938.4593-38.45938.45900-38.45938.4592-38.45938.45900-38.45938.4591-38.45938.45900-38.45938.459(3)計(jì)算桿端彎矩采用分層法計(jì)算桿端彎矩?；钶d作用下框架各節(jié)點(diǎn)的彎矩分配以及桿端分配彎矩的傳遞過(guò)程在下圖中進(jìn)行。由活載計(jì)算簡(jiǎn)圖可以看出結(jié)構(gòu)對(duì)稱(chēng)，可取半邊結(jié)構(gòu)進(jìn)行力矩分配。圖2-12活荷載作用下框架梁柱端彎矩分層法表2-22柱端彎矩匯總表（kNm)層次A柱上A柱下B柱上B柱下C柱上C柱下D柱上D柱下616.63512.852-14.859-11.00514.85911.005-16.635-12.852511.84512.210-9.717-10.0709.71710.070-11.845-12.210412.07411.946-10.051-10.05610.05110.056-12.074-11.946312.08511.886-10.056-9.99910.0569.999-12.085-11.886212.21513.570-10.209-11.42710.20911.427-12.215-13.57018.3954.198-8.521-4.2618.5214.261-8.395-4.198表2-23梁端彎矩匯總表（kNm)層次A柱右B柱左B柱右C柱左C柱右D柱左6-28.14634.378-7.3397.339-34.37828.1465-34.06036.973-4.0714.071-36.97334.0604-33.64536.557-4.2574.257-36.55733.6453-33.63236.552-4.2604.260-36.55233.6322-33.70136.615-4.2264.226-36.61533.7011-31.84335.504-5.0825.082-35.50431.843（4）梁跨中彎矩計(jì)算（以第六層梁為例）BC跨：q=q1+q均=[1-4/3×3.92/(2×7.1)2]×7.8=7.0155kN/mM=1/8ql2-(28.146++34.378)/2=1/8×7.0155×7.62-23.2216=19.591kN·mCD跨：q=0M=-（7.339+7.339)/2=-7.339kN·m同理可求出其余各層梁的跨中彎矩，計(jì)算結(jié)果見(jiàn)下表：表2-24梁跨中彎矩匯總表（kNm）層次ABBCCD619.591-7.33919.591515.336-4.07115.336415.752-4.25715.752315.761-4.26015.761215.695-4.22615.695117.179-5.08217.179（4）梁端剪力及柱軸力、剪力計(jì)算以第六層框架梁、柱為例說(shuō)明梁端剪力及柱軸力的計(jì)算過(guò)程。1）梁端剪力計(jì)算 活載作用下，梁端彎矩引起的剪力計(jì)算如下：BC跨：VrBC=-7.8×VlBC=7.8×7.1×(1-3.9/14.2)-21.102=19.068kNCD跨：VrCD=-(8.919-8.919)/2.8=0kNVlCD=VrCD=0kN同理可求出其余各層梁的剪力，計(jì)算結(jié)果見(jiàn)下表：表2-25梁端剪力匯總表（kN）層次A柱右B柱左B柱右C柱左C柱右D柱左620.825-22.4650.0000.00022.465-20.825521.262-22.0280.0000.00022.028-21.262421.262-22.0280.0000.00022.028-21.262321.261-22.0290.0000.00022.029-21.261221.262-22.0280.0000.00022.028-21.262121.163-22.1270.0000.00022.127-21.1632）柱軸力及柱剪力計(jì)算活載作用下，第六層B柱的軸力：上端的軸力：NtB=20.825+62.43=83.255kN下端的軸力（不計(jì)入柱的自重）：NbB=83.255kN柱剪力：VB6=-(11.825+8.630)/4=-7.372kN第六層B柱：上端的軸力：NtC=83.225＋20.44=103.665kN下端的軸力：NbC=103.665kN柱剪力：VB6=-(-8.3-16.453)/4.0=6.466kN同理可求出其余各層柱的軸力，計(jì)算結(jié)果見(jiàn)下表：表2-26柱頂軸力匯總表(kN)層次A柱B柱C柱D柱683.225-58.735103.665-41.5755166.887-117.907206.893-82.7134250.549-177.079310.121-123.8513334.210-236.250413.350-164.9902417.872-295.422516.578-206.1281501.435-354.495619.905-247.365表2-27柱底軸力匯總表(kN)層次A柱B柱C柱D柱683.225-58.735103.665-41.5755166.887-117.907206.893-82.7134250.549-177.079310.121-123.8513334.210-236.250413.350-164.9902417.872-295.422516.578-206.1281501.435-354.495619.905-247.365表2-28柱剪力匯總表(kN)層次A柱B柱C柱D柱6-7.3726.466-6.4667.3725-6.1685.074-5.0746.1684-6.1595.156-5.1566.1593-6.1465.142-5.1426.1462-6.6125.548-5.5486.6121-2.3322.367-2.3672.332圖2-13活載彎矩圖（kN·m）圖2-14活載剪力圖（kN）圖2-15活載軸力圖（kN）1.3屋面雪荷載作用下的內(nèi)力計(jì)算1.雪載計(jì)算（1）頂層框架梁柱雪載計(jì)算1)邊跨梁上線荷載計(jì)算梯形荷載：3.9×0.4=1.56kN/m均布荷載：02）中跨梁上線荷載計(jì)算同活載，為03）邊柱集中力計(jì)算F=0.4×[3.9×3.9×1/2×1/2×2+（8-3.9+8）×3.9×1/2×1/2×2]=12.48kN4）中柱集中力計(jì)算F=0.4×[3.9×3.9×1/2×1/2×2+（8-3.9+8）×3.9×1/2×1/2×2+1/2×2.4×3.9×2]=16.224kN5）邊柱集中力矩M=12.48×0.15=1.872kN?m中柱集中力矩M=16.224×0.15=2.434kN?m（2）中間層框架梁柱同活載計(jì)算2.內(nèi)力計(jì)算采用分層法計(jì)算桿端彎矩。桿端彎矩以繞桿件順時(shí)針?lè)较蛐D(zhuǎn)為正，柱軸力以受壓為正。(1)計(jì)算桿端彎矩分配系數(shù)計(jì)算過(guò)程同活載作用。(2)計(jì)算桿件固端彎矩以第六層的邊跨梁和中間梁為例，說(shuō)明桿件的固端彎矩的計(jì)算方法。將梯形分布荷載按等效的原則折算成均布的荷載。梯形的荷載計(jì)算公式：qe=（1-2α2+α3）q`，其中α=lo1/2lo2=3.9/(2×7.6)=0.257q`為梯形分布荷載的最大值邊跨等效均布荷載后BC（DE）跨梁：qe=1.56×（1-0.2572+0.2573）=1.48kN/m中間跨均布荷載：qe=0邊跨梁的固端彎矩MFBC=-1/12ql2=-1/12×1.48×7.62=-7.124kN·mMFCB=1/12ql2=7.124kN·mMFDE=-1/12ql2=-7.124kN·mMFED=1/12ql2=7.124kN·m中跨梁的固端彎矩MFCD=MFDC=0同理可求出其余各樓層梁的固端彎矩，計(jì)算結(jié)果見(jiàn)下表：表2-29雪荷載作用下的固端彎矩（kNm)層次BCCBCDDCDEED6-5.6987.12400--7.1245.6985-38.45938.45900-38.45938.4594-38.45938.45900-38.45938.4593-38.45938.45900-38.45938.4592-38.45938.45900-38.45938.4591-38.45938.45900-38.45938.459(3)計(jì)算桿端彎矩采用分層法計(jì)算桿端彎矩。取半邊結(jié)構(gòu)進(jìn)行力矩分配。第四、三、二、一層的桿端彎矩計(jì)算過(guò)程同活載，此處省略。圖2-16雪荷載樓面活荷載作用下的框架梁柱端彎矩分層法表2-30柱端彎矩匯總表層次A柱上A柱下B柱上B柱下C柱上C柱下D柱上D柱下613.73512.190-12.252-10.36712.25210.367-13.735-12.190512.15812.210-9.952-10.0709.95210.070-12.158-12.210412.07411.946-10.051-10.05610.05110.056-12.074-11.946312.08511.886-10.056-9.99910.0569.999-12.085-11.886212.21513.570-10.209-11.42710.20911.427-12.215-13.57018.3954.198-8.521-4.2618.5214.261-8.395-4.198表2-31梁端彎矩匯總表層次A柱右B柱左B柱右C柱左C柱右D柱左6-22.89727.740-5.7435.743-27.74022.8975-33.71236.711-4.2124.212-36.71133.7124-33.64536.557-4.2574.257-36.55733.6453-33.63236.552-4.2604.260-36.55233.6322-33.70136.615-4.2264.226-36.61533.7011-31.84335.504-5.0825.082-35.50431.843（4）梁跨中彎矩計(jì)算（以第六層梁為例）BC跨:q=q1+q均=[1-4/3×3.92/(2×7.6)2]×1.56=0.912kN/mM=1/8ql2-(5.120+5.332)/2=1/8×0.912×7.62-5.538=6.585kN·mCD跨：q=0M=-(5.743+5.743)/2=-5.743kN·m同理可求出其余各層梁的跨中彎矩，計(jì)算結(jié)果見(jiàn)下表：表2-32梁跨中彎矩匯總表層次ABBCCD615.364-5.74315.364515.641-4.21215.641415.752-4.25715.752315.761-4.26015.761215.695-4.22615.695117.179-5.08217.179（5）梁端剪力及柱軸力、剪力計(jì)算以第六層框架梁、柱為例說(shuō)明梁端剪力及柱軸力的計(jì)算過(guò)程。1）梁端剪力計(jì)算 雪載作用下，梁端彎矩引起的剪力計(jì)算如下：AB跨：VrAB=-1.56×7.6VlAB=1.56×7.6×(1-3.9/14.2)-17.953=16.679kNBC跨：VrBC=-(1.301-1.301)/2.8=0kNVlBC=VrCD=0kN同理可求出其余各層梁的剪力，計(jì)算結(jié)果見(jiàn)下表：表2-33梁端剪力匯總表（kN）層次A柱右B柱左B柱右C柱左C柱右D柱左616.679-17.9530.0000.00017.953-16.679521.250-22.0400.0000.00022.040-21.250421.262-22.0280.0000.00022.028-21.262321.261-22.0290.0000.00022.029-21.261221.262-22.0280.0000.00022.028-21.262121.163-22.1270.0000.00022.127-21.1632）柱軸力及柱剪力計(jì)算雪載作用下，第六層A柱的軸力：上端的軸力：NtB=39.670+27.6=66.599kN下端的軸力（不計(jì)入柱的自重）：NbB=66.599kN柱剪力：VB6=-(3.375+6.687)/3.95=-2.547kN第六層B柱：上端的軸力：NtC=38.420＋9.132=47.07kN下端的軸力：NbC=47.007kN柱剪力：VC6=-(11.23+2.68)/4＝5.665同理可求出其余各層柱的軸力，計(jì)算結(jié)果見(jiàn)下表：表2-34柱頂軸力匯總表(kN)層次A柱B柱C柱D柱666.599-47.00782.913-33.2415150.249-106.167186.153-74.3914233.911-165.339289.381-115.5293317.572-224.510392.610-156.6682401.234-283.682495.838-197.8061484.797-342.755599.165-239.043表2-35柱底軸力匯總表(kN)層次A柱B柱C柱D柱666.599-47.00782.913-33.2415150.249-106.167186.153-74.3914233.911-165.339289.381-115.5293317.572-224.510392.610-156.6682401.234-283.682495.838-197.8061484.797-342.755599.165-239.043表2-36柱端剪力匯總表(kN)層次A柱B柱C柱D柱6-6.4815.655-5.6556.4815-6.2485.134-5.1346.2484-6.1595.156-5.1566.1593-6.1465.142-5.1426.1462-6.6125.548-5.5486.6121-2.3322.367-2.3672.332圖2-17雪載彎矩圖（kNm）圖2-18雪載剪力圖（kN）圖2-19雪載軸力圖（kN）1.4風(fēng)荷載作用下的內(nèi)力計(jì)算框架結(jié)構(gòu)在風(fēng)荷載作用下的內(nèi)力計(jì)算方法為D值法。各柱反彎點(diǎn)高度比y按式y(tǒng)=y0+y1+y2+y3確定，柱端剪力和梁端彎矩分別按下式計(jì)算：1.柱端彎矩計(jì)算以第六層為例第六層A：=15.497×19925.163/125668.20=3.125yh=0.354×4=1.416（1-y）h=（1-0.354）×4=2.584MBMB第六層C柱：==5.033kNyh=0.45×4=1.8（1-y）h=（1-0.45）×4=2.2MCMC同理可求出其它各層各柱的柱端彎矩，計(jì)算結(jié)果見(jiàn)下表：表2-37柱端彎矩匯總表層次A柱上A柱下B柱上B柱下C柱上C柱下D柱上D柱下63.1911.6814.0813.3394.0813.3393.1911.68155.6524.6247.8317.8317.8317.8315.6524.62448.6927.11112.04312.04312.04312.0438.6927.111310.33710.33715.75215.75215.75215.75210.33710.337212.77312.77319.46319.46319.46319.46312.77312.773117.34531.51427.31633.38627.31633.38617.34531.5142.梁端彎矩計(jì)算以第六層B節(jié)點(diǎn)為例=0kN·m=1.31/1.31×（3.191+0）=3.191kN·m同理可求出其它梁端彎矩，計(jì)算結(jié)果見(jiàn)下表：表2-38梁端彎矩匯總表（kN·m）層次A柱右B柱左B柱右C柱左C柱右D柱左63.1911.1062.9752.9751.1063.19157.3333.0288.1428.1423.0287.333413.3165.38814.48614.4865.38813.316317.4487.53520.26020.2607.53517.448223.1109.54725.66825.6689.54723.110130.11812.68234.09734.09712.68230.1183.梁端剪力計(jì)算以第六層為例AB：VlBC=VrBC=-(3.191+3.101)/7.6=-0.827kNBC：VlCD=VrCD=-（2.975×2）/2.8=-2.125kN表2-39梁端剪力匯總表（kN）層次A柱右B柱左B柱右C柱左C柱右D柱左6-0.565-0.565-2.125-2.125-0.565-0.5655-1.363-1.363-5.816-5.816-1.363-1.3634-2.461-2.461-10.347-10.347-2.461-2.4613-3.287-3.287-14.471-14.471-3.287-3.2872-4.297-4.297-18.334-18.334-4.297-4.2971-5.632-5.632-24.355-24.355-5.632-5.6324.梁跨中彎矩計(jì)算以第六層為例M左+M中+V左×l/2=0M中=0.565×7.6/2-3.112=1.00kN·m表2-40梁跨中彎矩匯總表（kN·m）層次ABBCCD61.0000.000-1.00052.2000.000-2.20044.0000.000-4.00035.0000.000-5.00026.8000.000-6.80018.7000.000-8.7005.柱端軸力計(jì)算以第六層為例NB=VB右=-66.599kNNC=VC右-VB右=-30.326+17.327=-47.007kN表2-41柱頂/柱底軸力匯總表（kN）層次A柱B柱C柱D柱666.599-47.00782.913-33.2415150.249-106.167186.153-74.3914233.911-165.339289.381-115.5293317.572-224.510392.610-156.6682401.234-283.682495.838-197.8061484.797-342.755599.165-239.0436.柱端剪力計(jì)算表2-42柱端剪力匯總表（kN）層次A柱B柱C柱D柱61.2181.8551.8551.21852.6354.0164.0162.63544.0526.1766.1764.05235.3018.0788.0785.30126.5509.9819.9816.55019.04811.24111.2419.048圖2-20風(fēng)荷載作用下框架的彎矩圖(kN.m)圖2-21風(fēng)荷載作用下框架的剪力圖(kN)圖2-22風(fēng)荷載作用下柱軸力圖(kN)1.5橫向水平地震作用下內(nèi)力計(jì)算取一榀橫向中框架計(jì)算，和風(fēng)載計(jì)算相同各柱的分配剪力、柱端彎矩等。各柱反彎點(diǎn)高度比y按式y(tǒng)=y0+y1+y2+y3確定。1.柱端彎矩計(jì)算以第六層為例第六層A柱：Vij=107.712×21206.213/126334.1=17.761kNyh=1.411（1-y）h=2.455MBMB第六層B柱：MCMC表2-43柱端彎矩匯總表（kN·m）層次A柱上A柱下B柱上B柱下C柱上C柱下D柱上D柱下6483.943254.901618.537506.075618.537506.075483.943254.9015744.051608.7691030.8171030.8171030.8171030.817744.051608.76941027.532840.7081423.5531423.5531423.5531423.5531027.532840.70831133.0531133.0531726.7191726.7191726.7191726.7191133.0531133.05321273.2121273.2121940.3121940.3121940.3121940.3121273.2121273.21211502.6982730.2542366.5022892.3912366.5022892.3911502.6982730.2542.梁端彎矩計(jì)算以第六層B節(jié)點(diǎn)為例kN·mMb表2-44梁端彎矩匯總表（kN·m）層次A柱右B柱左B柱右C柱左C柱右D柱左6483.943167.691450.846450.8