某中學(xué)鋼筋混凝土框架結(jié)構(gòu)教學(xué)樓建筑的內(nèi)力分析和內(nèi)力組合計(jì)算案例目錄TOC\o"1-3"\h\u21836某中學(xué)鋼筋混凝土框架結(jié)構(gòu)教學(xué)樓建筑的內(nèi)力分析和內(nèi)力組合計(jì)算案例 1179201.1水平荷載作用下 1282071.1.1梁的線剛度計(jì)算 1260311.1.2柱的線剛度計(jì)算 2210431.1.3柱的側(cè)移剛度 2271521.1.4水平地震作用下分析 4181621.1.5柱剪力和柱彎矩 719661D 9158241.1.6求梁軸線處彎矩 1083241.1.7柱軸力標(biāo)準(zhǔn)值和梁端剪力標(biāo)準(zhǔn)值 11131831.2.豎向荷載 1392101.2..1荷載計(jì)算 1315901.2..2內(nèi)力分配系數(shù) 17298651.2..3梁端剪力 2564811.2..4柱軸力和剪力： 2833341.2..5梁端彎矩的調(diào)幅 32142841.2..6內(nèi)力組合 33258481.2..7組合公式 381.1水平荷載作用下1.1.1梁的線剛度計(jì)算需要考慮梁的剛度所受到的改變，因素比如樓板。在工程設(shè)計(jì)當(dāng)中，讓慣性矩計(jì)算更加便捷，習(xí)慣把梁當(dāng)作矩形的截面，接著再用系數(shù)與之相乘:橫向框架：中跨梁采用250×400mm邊跨梁采用250×600mm采用C25類別的混凝土來設(shè)計(jì)梁，（4-1）表4-1梁的線剛度跨L(m)I0邊中邊6.64.5×10-36.8×10-32.86×1049.0×10-33.82×104中2.71.3×10-31.9×10-32.02×1042.6×10-32.70×1041.1.2柱的線剛度計(jì)算柱的截面尺寸：所有層均為500mm×500mm首層的高度為4.75m,2-5層的高度為3.8m;采用C30類別的混凝土來設(shè)計(jì)柱（4-2）1.1.3柱的側(cè)移剛度2-5層：（4-3）首層:(4-4)表4-2邊柱側(cè)移剛度樓層H(m)剛度Ka1Ka2C1C2K1α1DC1K2α2DC22-5層3.84000028600202000.3600.15350860.610.2347778首層4.753220028600202000.8900.48182371.520.5749830注：1）Ka1為邊跨梁的線剛度，Ka2為中跨梁的線剛度；C1為邊框架的邊柱，C2為邊框架的中柱，各有4根。D為側(cè)移剛度表4-3中框架柱子的側(cè)移剛度樓層H(m)剛度Ka1Ka2C3C4K1α1DC1K2α2DC22-5層3.84000038200270000.4750.19163490.8150.2909640首層4.753220038200270001.1860.52990602.020.62710700注：1）Ka1為邊跨梁的線剛度，Ka2為中跨梁的線剛度；C3為中框架的邊柱，C4為中框架的中柱，各有20根。3）D為側(cè)移剛度表4-4層間側(cè)移剛度樓層總D1總D2總D3總D4∑Di2-5層2034431112126980192800371236首層3294839320181200214000467468∑D1/∑D2=467468/371236=1.25﹥0.7滿足要求1.1.4水平地震作用下分析(底部剪力法)房高H=1.2.5+3.8×4=19.45m房寬a=15.9+0.37×2=16.64m基本自振周期為:(4-5)場地Ⅱ類，地震分組為第一組：,因?yàn)樗愿鶕?jù)規(guī)范可得阻尼比=0.05阻尼調(diào)整系數(shù)衰減系數(shù)因?yàn)椋核?4-6)多遇地震中罕遇地震中(4-7)λ剪力系數(shù)取0.016h1=4.45mh2=4.75+3.8=8.55mh3=8.55+3.8=12.35mh4=12.35+3.8=16.15mh5=16.15+3.8=19.95m表4-5剪力計(jì)算點(diǎn)mkNkNkNkNkN519.959814.853392.62896.67896.67155.44416.1512321.55920.641817.31352.58312.3512321.55704.022521.33549.7328.5513829.14547.033068.36770.9914.7514755.24321.2.63392.621007.08表4-5層間位移和頂點(diǎn)位移樓層kNmkN/mm5896.673.83712360.00242-63641817.313.83712360.004900.00128832521.333.83712360.006790.00178723068.363.83712360.008270.00217513392.624.754674680.007260.001528﹤，滿足要求。圖4-6剪力圖1.1.5柱剪力和柱彎矩表4-7邊柱樓層高(m)標(biāo)準(zhǔn)反彎點(diǎn)高度比Y53.80.480.3400.34043.80.480.4380.43833.80.480.4400.44023.80.480.4400.44014.751.190.6400.640樓層高(m)標(biāo)準(zhǔn)反彎點(diǎn)高度比Y53.80.820.3710.37143.80.820.4400.44033.80.820.4710.47123.80.820.4900.49014.752.020.6400.640表4-8中柱表4-9邊柱樓層高(m)總D(kN/m)D(kN/m)D/總DY53.837123663490.0171761.2.012.750.2417.8234.0443.837123663490.01711492.9428.490.35045.9056.8133.837123663490.01712049.9635.770.34063.6278.0123.837123663490.01712433.8342.640.34075.6892.7414.7546746890600.01942689.4154.500.540171.2.193.2表4-10中柱樓層高(m)總D(kN/m)D(kN/m)D/總DY53.837123696400.0260761.2.018.170.271527.5945.4143.837123696400.02601492.9436.320.340064.5979.1933.837123696400.02602049.9650.190.371595.23102.6423.837123696400.02602433.8359.740.3900117.56117.5614.75467468107000.02292689.4164.760.5400206.55110.71注：1）;(4-9)2);(4-10)3）(4-11)1.1.6求梁軸線處彎矩(4-12)(4-13)(4-14)(4-15)表4-11彎矩樓層Aa534.0417.82134.0445.4127.590.60.530.1420.72456.8145.90174.6379.1964.590.60.570.3046.88378.0163.621123.91102.6495.230.60.5100.8572.35292.7475.681156.46117.56117.560.60.5130.5490.25193.2171.2.11168.98110.71206.550.60.5140.8896.681.1.7柱軸力標(biāo)準(zhǔn)值和梁端剪力標(biāo)準(zhǔn)值(4-17)表4-12標(biāo)準(zhǔn)值樓層Aa跨剪力aC跨剪力柱軸力kN跨度跨度邊柱中柱56.634.0430.1411.382.720.7220.7216.2311.436.4546.674.6370.3024.582.746.8846.8835.4333.6618.5736.6123.91100.8536.562.772.3572.3554.6467.7136.7626.6156.46130.5444.322.790.2590.2567.60109.8558.4216.6168..98140.8849.332.796.6896.6872.21159.2881.77圖4-13內(nèi)力圖1.2.豎向荷載1.2..1荷載計(jì)算圖4-14荷載簡圖恒載：屋面板長邊6.6m，短邊4.5m，設(shè)計(jì)為雙向板折減系數(shù)取0.810屋面板長邊4.5m，短邊2.7m，設(shè)計(jì)為雙向板折減系數(shù)取0.625梁上線荷載標(biāo)準(zhǔn)值為：樓面底層（三角形荷載）2-5層（三角形荷載）活荷載：（1）屋面（2）樓面邊跨中跨圖4-15框架計(jì)算表4-16固端彎矩樓層邊中L（m）QkN/mML（m）QkN/mM左右左右頂層(恒載)6.624.68-90.2090.202.711.4-7.607.602-5層(恒載)6.624.02-89.8689.862.78.5-5.625.62頂層(活載)6.61.83-7.417.412.70.85-0.560.562-5層(活載)6.67.29-28.1428.142.74.5-2.822.82(4-18)1.2..2內(nèi)力分配系數(shù)表4-17剛度計(jì)算構(gòu)件梁兩邊0.88中間0.35柱2—5層1.20底層0.82注：1）S為轉(zhuǎn)動(dòng)剛度，S’為相對轉(zhuǎn)動(dòng)剛度2）(4-19)表4-17各桿件分配系數(shù)

節(jié)點(diǎn)樓層邊節(jié)點(diǎn)50.88+1.25=2.13—0.490—0.52140.88+1.25+1.25=3.28—0.3320.3520.35230.88+1.25+1.25=3.28—0.3320.3520.35220.88+1.25+1.25=3.28—0.3320.3520.35210.88+1.25+0.83=2.96—0.3320.3620.284中間節(jié)點(diǎn)50.88+0.350+1.20=2.430.4220.152—0.44240.88+0.350+1.20×2=3.6320.2840.1150.3130.31330.88+0.352+1.20×2=3.6320.2840.1150.3130.31320.88+0.352+1.20×2=3.6320.2840.1150.3130.31310.88+0.352+1.20+0.83=3.2620.3120.1130.3310.271

表4-21彎矩計(jì)算樓層AaaC5-74.07679.90888.17624.564-12.124-95.47260.4899.1811.2.32-5.043-92.35261.17697.29614.892-5.72-92.74862.6497.57214.796-5.6041-84.93669.38491.90817.268-8.076表4-22彎矩計(jì)算樓層AaaC5-7.4521.2.67.8121.344-0.424-26.5819.828.7045.904-20.43-27.64818.86429.4965.616-0.9962-27.7818.75629.585.604-0.9841-25.40420.7627.9486.3-1.681.2..3梁端剪力（4-20）表4-23梁端剪力計(jì)算（恒）A-a層荷載kN/m跨度m529.526.62.0495.37699.45687.99692.076428.980.56495.07696.20487.82888.956328.980.74494.89696.38487.64889.136228.980.73294.90896.37287.6689.124128.981.05692.14896.69687.33689.448表4-24梁端剪力計(jì)算（恒）a-C層荷載kN/m跨度m513.6562.718.43218.43215.01215.012410.09213.6213.6211.111.1310.09213.6213.6211.111.1210.09213.6213.6211.111.1110.09213.6213.6211.111.1表4-25梁端剪力計(jì)算（活）A-a層荷載kN/m跨度m52.186.60.067.157.276.66.7248.710.3228.4229.0726.2426.8938.710.2728.4729.0226.2926.8428.710.2728.4729.0226.2926.8418.710.3828.3629.1326.1826.95表4-26梁端剪力計(jì)算（活）a-C層荷載kN/m跨度m50.922.71.241.241.011.0144.644.624.625.105.1034.644.624.625.105.1024.644.624.625.105.1014.644.624.625.105.101.2..4柱軸力和剪力：表4-27軸力與剪力（恒）樓層截面橫梁剪力（kN）縱向荷載（kN）柱重（kN）邊柱軸力（kN）邊柱剪力（kN）51—187.4366.4626.6153.99153.9929.772—2182.85182.8543—387.1594.30181.46364.3120.944—4210.42393.2735—586.9994.30181.29574.5621.606—6210.25603.5327—787.0094.30181.30784.6123.968—8210.27813.7919—986.7094.3033.25180.90994.808.5010—10217.021030.81說明：1)外縱墻受力完全由縱梁承受2)本層荷載產(chǎn)生的軸力為3)柱的自重：第一層：7×4.75=33.25kN2-5層：7×3.8=26.6kN4)表4-28軸力與剪力（恒）層截面橫梁剪力（kN）橫梁剪力（kN）縱向荷載（kN）柱重（kN）中柱軸力（kN）中柱剪力（kN）51—191.1716.9085.2126.6191.62191.6225.562—2222.23222.2343—388.1912.49113.21213.88436.1218.914—4242.85465.0835—588.3512.49113.21214.05679.1319.316—6243.01708.0927—788.3412.49113.21214.04922.1321.148—8243.00951.0919—988.6412.49113.2133.25211.2.91165.387.5410-10250.311201.40注:縱向荷載:表4-29軸力與剪力（恒）層(縱向荷載（kN）A柱軸力(kN)A柱剪力(kN)縱向荷載(kN)a柱軸力（kN）a柱剪力(kN)56.563.4810.034.496.671.246.3011.2.13.87426.0613.9350.026.7726.654.6228.0775.215.81326.1013.9390.056.4726.614.6228.07136.165.59226.1013.93130.087.1726.614.6228.07197.116.12126.0013.93169.902.5426.714.6228.07258.162.19注：1)縱向荷載1.2..5梁端彎矩的調(diào)幅對梁端彎矩進(jìn)行調(diào)幅，設(shè)計(jì)使用的調(diào)幅系數(shù)為0.8。表4-30邊跨梁彎矩調(diào)幅樓層54321左-67.90-87.52-84.656-85.019-77.858-6.83134.37-25.344-25.465-23.287-71.32209.70-97.328-97.757-89.507-57.06-79.76-77.858-78.21-71.61中73.2555.4456.07857.4263.6023.9118.1517.29217.19319.0375.2164.5264.72466.02273.11790.7384.9084.73386.09791.553右80.6190.92899.889.44181.2.497.1626.3127.03826.89525.61983.86104.07102.597103.00497.06467.0983.2682.1782.40177.649表4-31邊跨梁彎矩調(diào)幅層數(shù)54321左-22.517-13.046-13.651-13.563-15.829-1.232-5.412-5.148-5.137-5.775-234.3-15.752-16.225-16.137-18.722-18.502-12.606-12.98-12.914-14.982中-11.11-4.62-5.225-5.137-7.403-0.385-18.7-0.913-0.902-1.54-11.308-5.214-5.687-5.588-8.173-6.677-2.068-2.442-2.365-4.433右22.51713.04613.65113.56315.8291.2325.4125.1485.1375.775234.315.75216.22516.13718.72218.50212.60612.9812.91414.982注：1)2)邊跨：跨中：1.2..6內(nèi)力組合表4-32重力荷載下邊跨梁層5432127.0626.56526.56526.56526.5652.0027.9867.9867.9867.9860.550.550.550.550.55左87.42887.15386.98886.99986.70280.55380.50980.34480.35580.0586.55626.05926.10326.10326.1586.0524.05721.10121.10124.002右91.16888.18788.35288.34188.63884.40381.54381.70881.69781.9946.66626.65326.60926.60926.7086.1624.65124.60724.60724.706注：1）表4-33重力荷載下中跨梁層數(shù)5432112.5189.2519.2519.2519.2510.9244.6424.6424.6424.6420.550.550.550.550.55左16.89612.48512.48512.48512.48513.76110.17510.17510.17510.1751.2431.2.01.2.01.2.01.2.01.0125.1045.1045.1045.104右16.89612.48512.48512.48512.48513.76110.17510.17510.17510.1751.2431.2.01.2.01.2.01.2.01.0125.1045.1045.1045.104注：1）表4-34地震荷載下邊跨梁層數(shù)54321V-10.428-23.518-37.015-47.564-51.194a0.550.550.550.550.55左M38.65484.513134.321174.416188.298M`36.04778.639125.07162.525175.505右M30.18470.73109.945139.524149.578M`27.57764.856100.694127.633136.785中M1.2.356.897129.817.44619.36表4-35地震荷載下中跨梁層數(shù)54321V-15.543-36.41-56.584-71.83-76.989a0.550.550.550.550.55左M20.97749.14876.39596.965103.939M`17.09440.05162.24979.01384.689右M20.97749.14876.39596.965103.939M`17.09440.05162.24979.01384.689中M00000表4-35邊跨梁左端內(nèi)力層數(shù)54321a0.550.550.550.550.55-54.318-70.015-67.727-68.013-62.28280.55380.50980.34480.35580.058-346.5-49.885-47.531-47.927-42.273-5.467-19.492-20.273-20.372-18.6346.0524.05721.10121.10124.002-3.542-13.475-11.2.45-14.344-12.639-57.057-79.761-77.858-78.21-71.6183.68892.54392.492.41192.059M`4-36.135-56.628-54.758-55.11-48.598表4-36中跨梁左端內(nèi)力層數(shù)54321a0.550.550.550.550.55-18.018-10.439-10.923-10.846-12.66113.76110.17510.17510.17510.175-14.575-7.898-8.382-8.305-10.12-0.99-4.334-1.114-1.114-5.0821.0125.1045.1045.1045.104-0.737-3.058-2.838-2.838-3.586-18.502-12.606-12.98-12.914-14.98214.01411.45111.45111.45111.451M`4-15.004-9.746-10.12-10.054-123.2表4-37邊跨梁右端內(nèi)力層數(shù)54321a0.550.550.550.550.5561.2.1872.73271.34671.55567.39784.40381.54381.70881.69781.99443.1252.34950.91951.12846.9045.73121.05421.62621.69220.4936.1624.65124.60724.60724.7061.19114.89415.47715.54314.32267.08983.25982.1782.40177.64987.48393.87494.01794.00694.347M`445.22159.79658.55358.90554.065表4-38中跨梁右端內(nèi)力層數(shù)54321a0.550.550.550.550.5518.01810.43910.92310.84612.66113.76110.17510.17510.17510.17514.5757.8988.3828.30510.120.994.3341.1141.1145.0821.0125.1045.1045.1045.1040.7373.0582.8382.8383.58618.50212.60612.9812.91414.98214.01411.45111.45111.45111.451M`415.0049.74610.1210.054123.21.2..7組合公式（1）梁端M負(fù)組合公式:①②③（2）梁端M正組合公式:④（3)梁跨中M正組合公式:⑤⑥⑦（4)梁端剪力組合公式:⑧⑨⑩（5)框架柱內(nèi)力組合公式：考慮地震：①不考慮地震：②③表4-39梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)邊跨梁五永久荷載-346.580.55388.066-1.8743.12-84.403可變荷載-3.5426.055.302-0.0551.191-6.16重力荷載代表值-36.13583.68890.728-1.90345.221-87.483地震作用左來36.047-10.4281.2.35-10.42827.577-10.428右來-36.04710.428-1.2.3510.428-27.57710.428-MMAX(梁端)①-46.25591.2.057.607-109.912②-49.797114.82962.315-119.977③-67.573-85.49267.584-88.902+MMAX(梁端)④8.11852.6027.029-55.44+MMAX(跨中)⑤113.102-2.321⑥124.08-2.574⑦85.778-11.88VMAX(梁端)⑧-46.25591.2.057.607-109.912⑨-49.797114.82962.315-119.977⑩-76.58296.88876.593-100.76表4-40梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(KN)VK(KN)MK(KN)VK(KN)MK(KN)VK(KN)邊跨梁四永久荷載-49.88580.50973.282-0.51752.349-81.543可變荷載-13.47524.05723.221-0.29714.894-24.651重力荷載代表值-56.62892.54384.898-0.67159.796-93.874地震作用左78.639-23.5186.897-23.51864.856-23.518右-78.63923.518-6.89723.518-64.85623.518-MMAX(梁端)①-78.727130.29583.666-132.363②-80.553132.26485.272-131.2.44③-127.633106.216110.352-107.415+MMAX(梁端)④31.2.8746.475-18.392-47.476+MMAX(跨中)⑤120.45-1.034⑥121.682-0.99⑦83.127-23.529VMAX(梁端)⑧-78.727130.07583.666-132.363⑨-80.553132.26485.272-131.2.44⑩-144.65120.373124.916-121.737表4-41梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(KN)VK(KN)MK(KN)VK(KN)MK(KN)VK(KN)邊跨三永久荷載-47.53180.34473.458-0.68250.919-81.708可變荷載-11.2.4521.10122.528-0.25315.477-24.607重力荷載代表值-54.75892.484.733-0.81458.553-94.017地震作用左125.07-37.015129.8-37.015100.694-37.015右-125.0737.015-129.837.015-100.69437.015-MMAX(梁端)①-77.11130.15282.775-132.495②-78.276142.20883.908-134.42③-171.259119.24150.964-120.538+MMAX(梁端)④80.87233.209-51.186-34.419+MMAX(跨中)⑤119.691-18.7⑥121.242-17.6⑦88.132-36.597VMAX(梁端)⑧-77.11130.15282.775-132.495⑨-78.276142.20883.908-134.42⑩-194.095135.135171.094-136.609表4-42梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)邊跨二永久荷載-47.92780.35574.866-0.67151.128-81.697可變荷載-14.34421.10122.451-0.25315.543-24.607重力荷載代表值-55.1192.41186.097-0.80358.905-94.006地震作用左來162.525-47.56417.446-47.564127.633-47.564右來-162.52547.564-17.44647.564-127.63347.564-MMAX(梁端)①-77.594130.16383.116-132.484②-78.76132.09981.2.6-134.409③-208.054129.536177.452-130.977+MMAX(梁端)④117.13922.924-80.267-21.123+MMAX(跨中)⑤121.275-16.5⑥123.068-16.5⑦94.49-47.091VMAX(梁端)⑧-77.594130.16383.116-132.484⑨-78.76132.09981.2.6-134.409⑩-235.796146.586201.113-148.445表4-43梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)邊跨一永久荷載-42.27380.05879.739-0.96846.904-81.994可變荷載-12.63924.00223.925-0.35214.322-24.706重力荷載代表值-48.59892.05991.553-15.454.065-94.347地震作用左175.505-51.19419.36-51.194136.785-51.194右-175.50551.194-19.3651.194-136.78551.194-MMAX(梁端)①-68.42492.66876.34-132.979②-69.454131.60477.352-134.904③-214.852462.77182.028-134.827+MMAX(梁端)④134.67319.129-92.818-20.845+MMAX(跨中)⑤129.184-1.65⑥131.098-1.65⑦101.409-50.941VMAX(梁端)⑧-68.42129.66876.34-132.979⑨-69.454131.60477.352-134.904⑩-134.596150.469206.294-152.801位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨五永久荷載-14.57513.761-4.9390可變荷載-0.7371.012-0.0770重力荷載代表值-15.00414.014-6.6770地震作用左17.094-15.5430-15.543右-17.09415.543015.543-MMAX(梁端)①-18.52417.93②-20.39419.569③-30.11827.995+MMAX(梁端)④5.456-4.455+MMAX(跨中)⑤-6.0390⑥-6.7430⑦-4.477-15.158VMAX(梁端)⑧-18.52417.93⑨-20.39419.569⑩-344.331.724表4-44梁的內(nèi)力組合表4-45梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨四永久荷載-7.89810.175-1.320可變荷載-3.0585.1040.0770重力荷載代表值-9.74611.451-2.0680地震作用左40.051-36.410-36.41右-40.05136.41036.41-MMAX(梁端)①-13.76119.36②-13.66218.733③-47.53146.959+MMAX(梁端)④31.977-25.96+MMAX(跨中)⑤-1.4740⑥-1.7050⑦-16.5-35.497VMAX(梁端)⑧-13.76119.36⑨-13.66218.733⑩-53.86753.218表4-46梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨三永久荷載-8.38210.175-1.7160可變荷載-2.8385.1040.2530重力荷載代表值-10.1211.451-2.4420地震作用左來62.249-56.5840-56.584右來-62.24956.584056.584-MMAX(梁端)①-14.03619.36②-11.10218.733③-69.50966.627+MMAX(梁端)④53.339-45.628+MMAX(跨中)⑤-1.7050⑥-2.0680⑦-1.43-55.165VMAX(梁端)⑧-14.03619.36⑨-11.10218.733⑩-78.78275.515表4-47梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨二永久荷載-8.52510.175-1.7380可變荷載-2.8385.1040.2640重力荷載代表值-10.05411.44-2.3650地震作用左79.013-71.830-71.83右-79.01371.83071.83-MMAX(梁端)①-13.93719.36②-13.99218.733③-85.78981.488+MMAX(梁端)④69.5260.489+MMAX(跨中)⑤-1.7160⑥-2.090⑦-1.441-70.037VMAX(梁端)⑧-13.93719.36⑨-13.99218.733⑩-97.22992.356表4-48梁的內(nèi)力組合位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨一永久荷載-10.1210.175-3.1240可變荷載-3.5865.104-0.1540重力荷載代表值-123.211.451-4.4330地震作用左84.689-76.9890-76.989右-84.68976.989076.989-MMAX(梁端)①-17.46819.36②-17.39118.733③-93.3986.515+MMAX(梁端)④73.55765.516+MMAX(跨中)⑤-3.960⑥-4.3670⑦2.882-75.064VMAX(梁端)⑧-17.46819.36⑨-17.39118.733⑩-105.84298.054表4-49柱的內(nèi)力組合樓層截面位置內(nèi)力種類內(nèi)力值組合方式恒載活載代表值地震作用左右①①②五邊柱上M67.906.8371.32-38.6538.65135.6235.3498.36N153.9910.03144.45-10.4310.43204.36177.25217.71V-29.77-4.49-32.0115.25-15.25-58.23-18.59-44.58下M48.1810.6653.52-20.8120.8183.2837.1675.49N182.8510.03187.87-10.4310.43239.00211.88256.58V-29.77-4.49-32.0115.25-15.25-58.23-18.59-44.58中柱上M-57.76-5.93-60.73-51.1651.16-139.38-139.38-83.79N171.2.011.2.1200.38-4.454.45233.81233.81274.85V25.563.8727.5021.21-21.2160.5760.5738.30下M-41.92-9.19-46.52-31.5631.56-96.86-96.86-65.59N222.2311.2.1229.34-4.454.45268.55268.55313.94V25.563.8727.5021.21-21.2160.5760.5738.30表4-50柱的內(nèi)力組合樓層截面位置內(nèi)力種類內(nèi)力值組合方式恒載活載代表值地震作用左右①①②四邊柱上M39.3413.7146.19-63.7063.70138.24-27.3966.54N364.3150.02389.32-33.9533.95511.31423.06540.84V-20.94-6.77-24.3329.59-29.59-67.669.27-34.90下M42.3312.6748.66-51.7051.70125.61-8.8169.56N393.2750.02418.28-33.9533.95546.06457.80579.93V-20.94-6.77-24.3329.59-29.59-67.669.27-34.90中柱上M-35.96-11.72-41.82-88.3288.32-165.00-165.00-60.03N436.1275.21473.73-18.0118.01545.06545.06662.46V18.915.8121.8141.17-41.1779.7179.7131.22下M-37.77-10.95-43.25-72.2672.26-145.84-145.84-61.72N465.0875.21502.69-18.0118.01579.82579.82701.56V18.915.8121.8141.17-41.1779.7179.7131.22表4-51柱的內(nèi)力組合樓層截面位置內(nèi)力種類內(nèi)力值組合方式恒載活載代表值地震作用左右①①②三邊柱上M42.3312.6748.66-87.0287.02171.52-54.7469.56N574.5690.05619