V某機(jī)場航管樓建筑結(jié)構(gòu)的橫向框架計算案例1.1荷載計算1.1.1構(gòu)件自重計算（1）⑥軸框架1~4層自重計算1）板：40mm厚細(xì)石混凝土0.04×25=1KN/㎡C10細(xì)沙混凝土敷管找坡抹平80mm厚0.08×25=2KN/㎡100mm厚現(xiàn)澆混凝土鋼筋樓板0.1×25=2.5KN/㎡合計：1+2+2.5=5.5KN/㎡橫向框架梁以及橫向次梁①邊跨（7500mm，750mm)鋼筋混凝土梁石灰砂漿頂棚合計：1.88+0.26=5.19KN/m②中跨（2400mm）：鋼筋混凝土梁石灰砂漿頂棚合計：③次梁（600×250)鋼筋混凝土梁石灰砂漿頂棚合計：3.75+0.24=3.99KN/m縱向框架梁：①邊梁：鋼筋混凝土梁外墻面磚0.75×0.62=0.47KN/m內(nèi)墻涂料合計：1.88+0.47+0.18=5.53KN/m②中梁：鋼筋混凝土梁內(nèi)墻涂料合計：1.88+0.36=5.24KN/m柱：①邊柱：鋼筋混凝土柱外墻面磚、涂料（平均取比重）內(nèi)墻涂料合計：72+1.62+2.52=76.14KN②中柱：鋼筋混凝土柱內(nèi)墻涂料合計：墻：①漿砌焦渣磚內(nèi)墻（200mm）：砌體內(nèi)墻涂料合計：②玻璃幕墻（200mm）：玻璃幕墻合計：③漿砌焦渣磚外墻（240mm）：砌體內(nèi)墻涂料外墻面磚、涂料（平均取比重）合計：（2）②軸框架頂層自重計算：板：防水屋面3.61KN/㎡100mm厚鋼筋混凝土樓板石灰砂漿頂棚合計：女兒墻：鋼絲玻璃巖棉合計：門窗木門0.2KN/㎡玻璃門0.5KN/㎡鋁合金窗0.4KN/㎡1.1.2恒載計算中間層梁、柱恒載計算圖4-1圖4-2最大值：最小值：荷載分布圖見下圖圖4-3圖4-42）中跨梁上線荷載計算中跨梁上線荷載=5.19KN/m。荷載分布圖見下圖圖4-5中間層中跨梁分布恒荷載圖邊柱集中力計算邊柱1集中力計算板重1=橫向次梁自重1=縱向框架梁自重1=墻重1=所以邊柱1上的集中力=邊柱2集中力計算縱向框架梁承受的荷載2板重2=橫向次梁自重2=縱向框架梁自重2=墻重2=所以邊柱2上的集中力=4）中柱集中力計算板重=橫向次梁自重=縱向次梁自重=墻重=所以中柱上的集中力=邊柱與梁交點(diǎn)處彎矩彎矩1彎矩2中柱與梁交點(diǎn)處彎矩頂層梁、柱上恒載計算：邊跨梁上線荷載計算：板自重按雙向板塑性鉸線分配，如圖所示。梁上分布荷載通過三角形荷載和均布荷載疊加而成，通過控制點(diǎn)的荷載值，成圖。最大值=最小值=5.19KN/m所以該梁的荷載分布圖如下圖4-6頂層邊跨梁分布恒荷載圖1圖4-7頂層邊跨梁分布恒荷載圖2中跨梁上線荷載計算：中跨梁上線荷載=5.19KN/m所以該梁的荷載分布圖如下圖4-8頂層中跨梁分布恒荷載圖邊柱集中力計算：邊柱集中力1：邊柱集中力2：4）中柱集中力計算中柱集中力：5）邊柱與梁交點(diǎn)處彎矩：彎矩1彎矩26）中柱與梁交點(diǎn)處彎矩所以⑥軸橫向框架恒載圖如下。圖4-9⑥軸橫向框架恒載圖1.1.3活載計算活載類型如表3所示。類型標(biāo)準(zhǔn)值（KN/㎡）組合值系數(shù)頻遇值系數(shù)準(zhǔn)永久值系數(shù)辦公室2.00.70.60.5走廊、門廳2.50.70.60.5屋面活載0.50.70.50旅客等候室3.50.70.60.5樓梯3.50.70.60.5表4-1活載匯總表注：屋面活載按“不上人屋面”確定頂層框架梁柱活載計算不上人屋面活載：0.5KN/㎡雪荷載：μrS0=1×0.3=0.3KN/㎡活載?。?.5KN/㎡邊跨梁上線荷載最大值：8×0.5=4KN/m最小值：0線荷載如下圖所示圖4-10圖4-11中跨梁上線荷載：同恒載求解方式相同，其值為0。邊柱集中力：邊柱集中力=部分板上活載傳力中柱集中力中柱集中力=部分板上活載傳力邊柱集中力矩：邊柱集中力矩=邊柱集中力×梁柱偏心中柱集中力矩中柱集中力矩=中柱集中力×梁柱偏心中間層框架梁、柱活載計算：辦公室：2.0KN/㎡旅客等候室：3.5KN/㎡走廊活載：2.5KN/㎡邊跨梁線上活載：最大值1：最大值2：最小值1：0最小值2：0線荷載如下圖圖4-12中間層邊跨梁活載示意圖1圖4-13中間層邊跨梁活載示意圖2中跨梁上線荷載：同恒載求解方式相同，其值為0。邊柱集中力：邊柱集中力=部分板上活載傳力中柱集中力：中柱集中力=部分板上活載傳力5）邊柱集中力矩：6)中柱集中力矩所以⑥軸橫向框架活載圖如下。圖4-14第⑥軸橫向框架活載圖1.1.4風(fēng)載計算計算資料：設(shè)計此建筑位于城市郊區(qū)，場地類型為B；建筑所處地區(qū)的基本風(fēng)壓ω0=0.3KN/㎡。由于建筑為L形，所以迎風(fēng)面，背風(fēng)面。此建筑物的高度，所以取1.。風(fēng)壓：風(fēng)荷載標(biāo)準(zhǔn)值：查建筑荷載規(guī)范得出下表4樓層高度女兒墻20.31.232.362-1.476419.31.222.342-1.464311.81.122.150-1.344210.31.011.939-1.21215.811.920-1.200表4-2標(biāo)準(zhǔn)高度風(fēng)載計算F4=0.5×[（3.342+2.150）×0.5+2.342]×2.25+0.5×（2.342+2.362）×1+0.5×[（1.464+1.344）×0.5+1.464]×2.25+0.5×（1.464+1.476）×1=11.352KNF3=0.5×[（2.150+1.939）×0.5+2.150]×1.5+0.5×[（1.344+1.212）×0.5+1.344]×1.5=15.337KNF2=（1.212+1.939）×1.5=11.180KNF1=（1.212+1.939）×（1.5+5.8）×0.5=32.455KN所以第⑥軸橫向框架風(fēng)荷載圖如下。圖4-15第⑥軸橫向框架風(fēng)荷載圖1.1.5水平地震作用計算（1）計算重力荷載代表值中間層（3層）樓蓋面積（除去柱子占的面積）：所以，樓蓋部分的自重為梁、柱自重橫向框架梁：縱向框架梁：附加次梁：柱：標(biāo)準(zhǔn)層梁柱自重：填充墻、門窗自重外墻門窗面積：外墻門窗自重：外墻面積：玻璃幕墻：普通墻：墻面積：外墻自重：玻璃幕墻：普通墻：內(nèi)墻門窗面積：內(nèi)墻門窗自重：內(nèi)墻面積：內(nèi)墻自重：活荷載走廊、樓梯等活荷載：辦公室等活荷載：中間層重力荷載代表值：2）一、二層：①二層：樓蓋部分永久荷載標(biāo)準(zhǔn)值為：附加次梁自重：二層梁柱自重標(biāo)準(zhǔn)值為：辦公室活載為：二層重力荷載代表值：②一層為簡化計算，一層重力荷載代表值為：3）頂層①屋頂屋面自重：女兒墻自重：②梁柱自重橫向框架梁：縱向框架梁：附加次梁：頂層梁柱自重為：③填充墻、門窗自重外墻門窗面積：外墻門窗自重：外墻面積：玻璃幕墻：普通墻：墻面積：外墻自重：玻璃幕墻：普通墻：內(nèi)墻門窗面積：內(nèi)墻門窗自重：內(nèi)墻面積：內(nèi)墻自重：④活荷載屋頂屋面活荷載：（2）、梁柱剛度的計算1）、當(dāng)梁兩側(cè)都有現(xiàn)澆板時，其線剛度一般取I=2I0。當(dāng)梁只有一側(cè)有現(xiàn)澆板時，其線剛度一般取I=1.5I0。詳細(xì)計算見下表（C30混凝土：E=3.0×107KN/㎡）斷面b(m)×h(m)跨度l（m）截面慣性矩I0(m4)邊框架梁中框架梁I=1.5I0(m4)=EI/l(KN.m)I=2I0(m4)=EI/l(KN.m)0.3×0.758.0010.55×10-315.83×10-35.94×10421.1×10-37.91×1040.3×0.757.5010.55×10-315.83×10-36.33×10421.1×10-38.44×1040.3×0.752.4010.55×10-315.83×10-319.79×10421.1×10-326.38×1040.3×0.753.5010.55×10-315.83×10-313.57×10421.1×10-318.09×1040.3×0.751.0010.55×10-315.83×10-311.87×10421.1×10-315.83×1040.3×0.755.1010.55×10-315.83×10-39.31×10421.1×10-312.41×1040.25×0.605.101.50×10-36.75×10-33.97×1049.00×10-35.29×1040.25×0.608.001.50×10-36.75×10-32.53×1049.00×10-33.38×1040.25×0.606.151.50×10-36.75×10-33.29×1049.00×10-31.39×1040.25×0.601.001.50×10-36.75×10-35.06×1049.00×10-36.75×104表4-3梁的線剛度計算、柱的側(cè)移剛度D值按下式計算；一般層；底層；各層框架柱的側(cè)移剛度見表6（C40混凝土：E=3.25×107KN/㎡）樓層柱類別柱編號Kα1邊框架邊柱Z-1、Z-2、Z-82.92×1045.82.170.64666679681Z-26、Z-212.92×1045.83.190.717395邊框架中柱Z-32.92×1045.86.820.838645Z-92.92×1045.88.950.868958Z-142.92×1045.810.840.889166Z-15、Z-202.92×1045.89.970.879062中框架邊柱Z-5、Z-6、Z-72.92×1045.82.890.69718753225Z-22、Z-23、Z-24、Z-252.92×1045.81.250.767916中框架中住Z-16、Z-17、Z-18、Z-192.92×1045.819.400.93968784995Z-132.92×1045.811.460.919479Z-42.92×1045.89.090.868958Z-10、Z-11、Z-122.92×1045.811.920.8992702-4邊框架邊柱Z-1、Z-2、Z-83.76×1041.51.680.4610249142154Z-26、Z-213.76×1041.52.480.5512255邊框架中柱Z-33.76×1041.55.290.7316265Z-93.76×1041.56.950.7817380Z-143.76×1041.58.420.8118048Z-15、Z-203.76×1041.57.740.7917602中框架邊柱Z-5、Z-6、Z-73.76×1041.52.240.531180990687Z-22、Z-23、Z-24、Z-253.76×1041.53.300.6213815中框架中住Z-16、Z-17、Z-18、Z-193.76×1041.510.320.8418716163322Z-133.76×1041.59.260.8218271Z-43.76×1041.51.490.6915374Z-10、Z-11、Z-123.76×1041.59.260.8218271表4-4自振周期的計算使用頂點(diǎn)位移法計算時，應(yīng)取調(diào)整系數(shù)α0=0.6.計算公式為，按D值法計算，見下表，則：層次49062.529062.521633220.05550.809838889.2417951.761421540.12630.754328396.2526348.011421540.18530.628018923.9235271.93796810.44270.4427表4-5橫向框架頂點(diǎn)位移計算地震作用的計算水平地震影響系數(shù)該航站樓屬于Ⅲ類二組場地，8度（0.2g）設(shè)防，查《抗震設(shè)防規(guī)范》，多遇地震下，水平地震影響系數(shù)最大值。已經(jīng)求出，由于，一般鋼筋混凝土結(jié)構(gòu)故：求每個樓層的水平地震作用結(jié)構(gòu)等效總重力荷載：則結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值考慮高振型對水平地震作用沿高度分布的影響，需在頂部附加一集中水平力，，，所以頂部附加地震作用系數(shù)為：i樓層處的水平地震作用：其中：因此，第一層的水平地震作用為：同理，可得：F2=430.05KNF3=651.21KN另外，抗震驗算根據(jù)《抗震設(shè)計規(guī)范》5.5.1規(guī)定，樓層內(nèi)最大的彈性位移應(yīng)符合下式要求：”計算過程見表8：樓層水平地震力層間剪力層間剛度層高h(yuǎn)i（m）層間相對彈性轉(zhuǎn)角41528.021528.023961630.00391.51/9993651.212182.233961630.00551.51/8182430.052612.283961630.00661.51/6821257.382869.662179010.01015.81/574表4-6抗震變形驗算經(jīng)《抗震設(shè)計規(guī)范》表5.5.1查得，鋼筋混凝土框架的層間位移角限值為1/550，符合要求?！犊拐鹪O(shè)計規(guī)范》5.2.5規(guī)定，在抗震驗算時，結(jié)構(gòu)任意樓層的水平剪力都應(yīng)符合：，查《抗震設(shè)計規(guī)范》表5.2.5得到，所以：以上計算結(jié)構(gòu)均滿足要求。⑥軸橫向框架水平地震的計算一榀框架每層的分配系數(shù)為：⑥軸號橫向框架各層所分配到的水平地震作用：將上述⑥軸號橫向框架地震作用計算所得結(jié)果繪于下圖。圖191.2內(nèi)力計算1.2.1恒載內(nèi)力（1）梁、柱參數(shù)匯總第⑥軸橫向框架梁、柱相關(guān)參數(shù)匯總在下表。，由于第⑦軸橫向框架為中框架，所以慣性矩折算為。斷面b(m)×h(m)跨度l(m)截面慣性矩I0(m4)第⑥軸框架梁I=2I0(m4)0.30×0.757.5010.55×10-321.1×10-38.44×1040.30×0.755.1010.55×10-321.1×10-312.41×1040.30×0.752.4010.55×10-321.1×10-326.38×104表4-7第⑥軸框架幾何參數(shù)柱類別層次截面b(m)×h(m)(KN·m)(m)KαDi邊柱（Z-7）40.50×0.503.76×1041.52.240.531180930.50×0.503.76×1041.52.240.531180920.50×0.503.76×1041.52.240.531180910.50×0.503.76×1045.82.890.697187邊柱（Z-22）40.50×0.503.76×1041.53.300.621381530.50×0.503.76×1041.53.300.621381520.50×0.503.76×1041.53.300.621381510.50×0.503.76×1045.81.250.767916中柱（Z-10）40.50×0.503.76×1041.59.260.821827130.50×0.503.76×1041.59.260.821827120.50×0.503.76×1041.59.260.821827110.50×0.503.76×1045.811.920.899270中柱（Z-19）40.50×0.503.76×1041.510.320.841871630.50×0.503.76×1041.510.320.841871620.50×0.503.76×1041.510.320.841871610.50×0.503.76×1045.819.400.939687表4-8第⑥軸框架柱幾何參數(shù)彎矩計算利用力矩二次分配法計算恒載作用下框架的彎矩。計算桿固端彎矩：將三角形分布荷載折算成均布荷載：三角形荷載折算公式：（q為三角形荷載中的最高點(diǎn)的荷載值）①頂層邊跨等效均布荷載②中間層邊跨等效均布荷載求出各桿固端彎矩作用，詳見于下圖圖4-17圖4-18圖4-19恒載作用下彎矩圖（單位：KN·m）剪力計算將梁上的分布荷載折算成集中力。頂層邊跨頂層中跨中間層邊跨中間層中跨取各個梁、柱的兩端取矩，列出力矩平衡方程，求出梁端、柱端剪力。計算簡圖如下。圖4-20剪力計算簡圖對E端取矩：所以：梁的跨中彎矩：對跨中截面取矩：第⑥軸橫向框架的各個桿件的桿端剪力與跨中彎矩作用，詳見如下表：梁類型層號梁長(m)外荷(KN)固端彎矩(KN·m)桿端剪力(KN)跨中彎矩(KN·m)左右左右D~E軸邊跨45.1142.77-91.2578.0471.56-68.21-27.6235.1157.56-99.67135.3371.79-85.77-8.0635.1157.56-171.98135.2486.57-70.9929.5515.1157.56-96.43135.6671.09-86.47-9.52B~C軸邊跨47.5209.96-185.81115.67111.33-95.63-95.2837.5231.71-180.14141.82120.56-111.15-109.0737.5231.71-180.53141.63121.04-110.67-110.4717.5231.71-199.82132.58121.82-106.89-105.35中跨42.412.46-16.2793.82-26.0838.5451.3132.412.46-29.9657.03-5.0517.5139.7632.412.46-29.5855.20-1.4516.9138.6512.412.46-31.1680.00-12.8725.3353.34表4-9根據(jù)平衡方程得到公式，據(jù)此式列表計算柱的桿端剪力如下表所示。柱類型層號柱高(m)固端彎矩(KN·m)桿端剪力(KN)上下上下E軸柱41.511.8119.79-7.02-7.0231.526.4021.64-11.34-11.3421.525.0527.74-11.73-11.7315.815.068.53-1.07-1.07D軸柱41.5-29.58-8.598.488.4831.5-12.63-11.985.475.4721.5-12.03-12.905.545.5415.8-7.01-3.511.811.81C軸柱41.531.6517.40-11.57-11.5731.521.1111.27-8.53-8.5321.523.9120.92-9.96-9.9615.817.108.56-1.42-1.42B軸柱41.5-56.40-48.9523.4123.4131.5-45.81-45.9320.3920.3921.5-47.55-53.1922.3922.3915.8-29.24-11.637.567.56表4-10由以上計算，繪出恒載作用下的剪力圖如下：圖4-21恒載作用下剪力圖（單位：KN）軸力計算根據(jù)配筋計算需要，只需求出柱的軸力即可，而不需求出梁軸力。計算方法柱軸力=柱頂集中力+梁端剪力以四層D柱為例，具體計算如下：根據(jù)圖12恒載圖可知，柱頂集中力；根據(jù)圖24剪力圖可知，柱兩端受梁剪力分別為：由此，柱中軸力軸力計算同上，可列表如下：柱類型層號柱頂集中力(KN)鄰梁剪力(KN)柱中軸力(KN)左梁右梁E4401.840.0071.56476.4033570.0071.79905.1923570.0086.571348.7613570.0071.091776.85D4382.2968.2126.08476.583459.7585.775.051027.152459.7570.991.451562.341459.7586.4712.872121.43C4382.2938.54111.33535.163469.7517.51120.561142.982469.7516.91121.041750.681469.7525.33121.822370.58B4395.1095.630.00490.733331.35111.150.00936.232331.35110.670.001381.251331.35106.890.001822.49表4-11恒載作用下柱中軸力由以上計算，繪出恒載作用下的軸力圖如圖4-22：1.2.2活載內(nèi)力（1）彎矩計算活載內(nèi)力計算原理同恒載類似。將三角形分布荷載折算成均布荷載：三角形折算公式：圖4-22恒載作用下軸力圖則邊跨等效均布荷載：①頂層邊跨等效均布荷載②中間層邊跨等效均布荷載求出各桿固端彎矩作用，詳見于下圖：圖4-23圖4-24剪力計算將梁上的分布荷載折算成集中力。①頂層邊跨②頂層中跨③中間層邊跨中間層中跨梁類型層號梁長(m)外荷(KN)固端彎矩(KN·m)桿端剪力(KN)跨中彎矩(KN·m)左右左右D~E軸邊跨45.110.20-1.265.461.86-5.34-3.2735.140.80-13.5922.4718.66-22.14-11.4835.140.80-11.5322.3218.87-21.93-11.0915.140.80-12.8122.5118.50-22.30-11.85B~C軸邊跨47.515.00-15.121.959.26-5.74-9.0437.560.00-76.1158.1532.39-27.61-55.9237.560.00-90.2061.4433.83-26.17-47.2317.560.00-89.8851.3831.73-25.27-50.92中跨42.40-1.261.761.46-1.463.0132.40-6.2437.4613.01-13.0121.8532.40-5.6646.5417.03-17.0326.1012.40-6.6952.3719.03-19.0329.53表4-12柱類型層號柱高(m)固端彎矩(KN·m)桿端剪力(KN)上下上下E軸柱41.52.791.59-3.69-3.6931.56.085.87-5.975-5.97521.55.756.38-6.065-6.06515.83.481.76-2.62-2.62D軸柱41.5-1.29-1.961.6251.62531.5-2.64-2.502.572.5721.5-2.52-2.712.6152.61515.8-1.48-0.751.1151.115C軸柱41.57.4510.39-8.92-8.9231.516.6211.69-11.155-11.15521.519.5111.32-16.915-16.91515.811.565.79-8.675-8.675B軸柱41.5-16.98-23.7020.3420.3431.5-29.38-28.3828.8828.8821.5-28.02-31.6829.8529.8515.8-17.56-8.7913.17513.175表4-13柱類型層號柱頂集中力(KN)鄰梁剪力(KN)柱中軸力(KN)左梁右梁E49.780.001.8611.64319.560.0018.6652.86219.560.0018.8791.29119.560.0018.50129.35D419.385.341.4626.18377.5222.1413.01138.85277.5221.9317.03255.33177.5222.3019.03371.18C419.381.469.2630.10377.5213.0132.39153.02277.5217.0333.83281.40177.5219.0331.73412.68B411.615.740.0020.35331.2327.610.0082.19231.2326.170.00142.59131.2325.270.00202.09表4-14活載作用下柱中軸力圖4-25活載作用下彎矩圖（單位：KN·m）圖4-26活載作用下剪力圖（單位：KN）圖4-27活載作用下軸力圖（單位：KN）1.2.3水平地震作用內(nèi)力計算原則通過D值法計算出受到水平荷載作用下的框架彎矩。底層梁柱受水平地震荷載內(nèi)力計算計算各個柱分配剪力底層四柱D值分別為：底層邊柱（B、E軸柱）：7916底層中柱（C、D軸柱）：9687底層層間剪力：依照D值將層間剪力分配給各柱：底層邊柱：底層中柱：反彎點(diǎn)高度y0h：標(biāo)準(zhǔn)反彎點(diǎn)高度；y1：上下橫梁線剛度比對反彎點(diǎn)高度的影響；y2、y3：層高變化對反彎點(diǎn)的影響。對第⑥軸橫向框架底層柱來說，只需考慮y0,y2即可。對于邊柱，K取2.89，α取0.69，所以y0取0.55，y2取0；對于中柱，K取1.25，α取0.86，所以y0取0.55，y2取0。所以底層的反彎點(diǎn)矩柱底的距離為：E柱：D柱：柱端彎矩計算對柱頂和柱底進(jìn)行取矩：邊柱：中柱：其他層柱端彎矩如下表所示：層數(shù)層高(m)層間剪力（KN）單層剛度B、E軸D值剪力值反彎點(diǎn)高度(m)M上(KN·m)M下(KN·m)41.5573.016261113815126.432.03-312.28-256.6531.5818.346261113815180.572.07-438.79-373.7821.5979.616261113815216.152.25-486.34-486.3415.81082.82352067916243.473.19-635.46-776.67表4-15層數(shù)層高(m)層間剪力（KN）單層剛度C、D軸D值剪力值反彎點(diǎn)高度(m)M上(KN·m)M下(KN·m)41.5573.016261118716171.292.03-423.09-347.7231.5818.346261118716241.622.25-550.40-550.4021.5979.616261118716292.832.25-658.87-658.8715.81082.82352069687297.943.19-777.62-950.43表4-16梁端彎矩計算現(xiàn)計算底層邊跨梁為例計算梁端彎矩，分別取左邊和右邊為隔離體如下圖所示：圖4-28節(jié)點(diǎn)平衡圖①左端彎矩平衡方程：②右跨彎矩：平衡方程：左邊和右邊的梁按線剛度進(jìn)行分配：其他梁端彎矩見下表：節(jié)點(diǎn)號上柱彎矩（KN·m）下柱彎矩（KN·m）左梁線剛度（KN·m）右梁線剛度（KN·m）左梁彎矩（KN·m）右梁彎矩（KN·m）E-40312.28012.41×1040.00312.28E-3256.65438.79012.41×1040.00695.44E-2373.78486.34012.41×1040.00860.12E-1486.34635.46012.41×1040.001121.80D-40423.0912.41×10426.38×104135.36287.73D-3347.72550.4012.41×10426.38×104287.33610.79D-2550.40658.8712.41×10426.38×104386.88822.39D-1658.87777.6212.41×10426.38×104459.57976.92C-40423.0926.38×1048.44×104320.54102.55C-3347.72550.4026.38×1048.44×104680.43217.69C-2550.40658.8726.38×1048.44×104916.16293.11C-1658.87777.6226.38×1048.44×1041088.30348.19B-40312.288.44×1040312.280.00B-3256.65438.798.44×1040695.440.00B-2373.78486.348.44×1040860.120.00B-1486.34635.468.44×10401121.800.00表4-17左地震作用下梁端彎矩計算使梁順時針轉(zhuǎn)動時的彎矩為正。當(dāng)求出彎矩后，可直接用線性關(guān)系求出跨中彎矩。剪力計算桿端的剪力利用桿的平衡求得。計算簡圖如下：圖4-29桿件剪力計算簡圖力矩平衡方程：所以，梁柱在桿端剪力（風(fēng)荷載作用下）計算表如下：梁類型層號梁長(m)梁固端彎矩(KN·m)梁端剪力(KN)左右左右D~E軸邊跨45.1312.28135.36-87.77-87.7735.1695.44287.33-192.70-192.7025.1860.12386.88-241.51-241.5115.11121.80459.57-310.07-310.07B~C軸邊跨47.5102.55312.28-55.31-55.3137.5217.69695.44-121.75-121.7527.5293.11860.12-153.76-153.7617.5348.191121.80-196.00-196.00中跨42.4287.73320.54-253.45-253.4532.4610.79680.43-538.01-538.0122.4822.39916.16-721.40-721.4012.4976.921088.30-860.51-860.51表4-18左地震作用下梁端剪力出柱的兩端剪力見下表：柱類型層號柱高(m)柱固端彎矩(KN·m)柱端剪力(KN)上下上下E軸柱41.5-312.28-256.65126.43126.4331.5-438.79-373.78180.57180.5721.5-486.34-486.34216.15216.1515.8-635.46-776.67243.47243.47B軸柱41.5-312.28-256.65126.43126.4331.5-438.79-373.78180.57180.5721.5-486.34-486.34216.15216.1515.8-635.46-776.67243.47243.47D軸柱41.5-423.09-347.72171.29171.2931.5-550.40-550.40241.62241.6221.5-658.87-658.87292.83292.8315.8-777.62-950.43297.94297.94C軸柱41.5-423.09-347.72171.29171.2931.5-550.40-550.40241.62241.6221.5-658.87-658.87292.83292.8315.8-777.62-950.43297.94297.94表4-19軸力計算計算結(jié)果如下表所示柱類型層號鄰梁剪力(KN)柱中軸力(KN)左右E軸柱40-87.77-87.7730-192.70-280.4720-241.51-521.9810-310.07-835.05B軸柱4-55.31055.313-121.750177.062-153.760330.821-196.000526.82D軸柱4-87.77-253.45-165.683-192.70-538.01-510.992-241.51-721.40-990.881-310.07-860.51-1541.32C軸柱4-253.45-55.31198.143-538.01-121.75611.402-721.40-153.761185.041-860.51-196.001849.55表4-20左震作用下柱中軸力圖4-30左震作用下彎矩圖圖4-31左震作用下剪力圖圖SEQ圖\*ARABIC1-32左震作用下軸力圖1.3內(nèi)力組合1.3.1彎矩調(diào)幅豎向荷載下的梁端彎矩調(diào)幅目的：可以使混凝土澆筑和鋼筋的綁扎更加方便；也為了使鋼筋得到更加充分的利用。計算在恒載作用下的七層邊跨梁的梁端負(fù)彎矩為例：該梁在恒載作用下，梁端負(fù)彎矩分別為：，跨中正彎矩為。（下圖實線）。調(diào)幅后的彎矩為：對M0和M’0進(jìn)行比較，后取最大值，所以最后跨中彎矩為38.65KN·m。其他梁的彎矩調(diào)幅見下表：梁類型層號軸線處梁端彎矩(KN·m)跨中彎矩(KN·m)調(diào)幅后梁端彎矩(KN·m)M’0(KN·m)調(diào)幅后跨中彎矩(KN·m)左右左右D~E軸邊跨4-91.2571.08-27.62-81.8366.67-38.27-38.273-99.67135.33-8.06-89.70121.80-22.32-22.322-171.98135.2429.55-157.48121.7211.5329.551-96.43135.66-9.52-86.79122.09-23.64-23.64B~C軸邊跨4-185.81115.67-95.28-167.23101.10-115.27-115.273-180.14141.82-109.07-162.13130.34-130.75-130.752-180.53141.63-110.47-162.48127.47-132.01-132.011-199.82132.58-105.35-179.84119.32-127.40-127.40中跨4-16.2751.3193.82-11.6446.1891.6493.823-29.9657.0339.76-26.9651.3335.3439.762-29.5855.2038.65-26.6249.6831.3438.651-31.1680.0053.34-30.7472.0047.5653.34表4-22活載作用下的梁端彎矩調(diào)幅，詳見下表：梁類型層號軸線處梁端彎矩(KN·m)跨中彎矩(KN·m)調(diào)幅后梁端彎矩(KN·m)M’0(KN·m)調(diào)幅后跨中彎矩(KN·m)左右左右D~E軸邊跨4-1.625.46-3.27-1.161.91-3.94-3.943-13.5922.47-11.48-12.2320.22-16.93-16.932-11.5322.32-11.09-13.0820.09-16.58-16.581-12.8122.51-11.85-11.5320.26-17.27-17.27B~C軸邊跨4-15.121.95-9.04-13.611.76-10.25-10.253-76.1153.15-55.92-68.5047.84-61.79-61.792-90.2061.44-47.23-81.1855.30-57.27-57.271-89.8851.38-50.92-80.8948.94-60.59-60.59中跨4-1.291.76-7.45-1.161.28-7.96-7.963-6.2437.46-21.85-5.6233.71-21.91-21.912-5.6646.54-26.10-5.0941.89-29.75-29.751-6.6952.37-29.53-6.0247.13-33.66-33.66表4-23活載作用下梁端彎矩調(diào)幅梁類型層號軸線處梁端彎矩(KN·m)跨中彎矩(KN·m)調(diào)幅后梁端彎矩(KN·m)M’0(KN·m)調(diào)幅后跨中彎矩(KN·m)左右左右D~E軸邊跨4312.23135.36-88.44281.01121.82117.06117.063695.44287.33-201.06625.90258.60267.10267.102860.12386.88-236.62771.11348.19316.17316.1711121.80459.57-331.121009.62413.61432.62432.62B~C軸邊跨4102.55312.28101.8792.30281.05-82.07-82.073217.69695.44238.88195.92625.90-188.86-188.862293.11860.12283.51263.80771.11-219.98-219.981348.191121.80386.81313.371009.62-306.34-306.34中跨4287.73320.5416.41258.96288.4919.7619.763610.79680.4331.82549.71612.3941.9641.962822.39916.1646.89740.15821.5456.4956.491976.921088.3055.69879.23979.4767.1167.11表4-24左震作用下彎矩調(diào)幅1.3.2內(nèi)力調(diào)整由于前面所有計算的結(jié)果相對于實際的控制截面會有所偏差，所以采取下圖中的截面進(jìn)行計算，在計算是選取具有代表性的一層、三層、四層的梁和柱各一進(jìn)行計算。圖4-33內(nèi)力調(diào)整截面示意圖調(diào)整方法：借助力和力矩的平衡原理對C處的內(nèi)力調(diào)整到梁端和柱端。下面以節(jié)點(diǎn)D-1為例進(jìn)行計算。梁的內(nèi)力調(diào)整豎向荷載內(nèi)力調(diào)整對于D-1節(jié)點(diǎn)，左梁在受恒載作用時右端的彎矩為，剪力。也同時受均布荷載和三角形分布荷載的作用，選取一半尺寸進(jìn)行計算，計算簡圖如下：對隔離體列平衡方程：圖4-34D-1節(jié)點(diǎn)左梁右彎矩內(nèi)力調(diào)整示意圖所以得出：式中：a=5.19KN/m，b=500mm；所以解得：V1=-85.82KN，M1=-100.53KN·m其他節(jié)點(diǎn)的內(nèi)力調(diào)整見下表：層號梁類型軸線處梁端彎矩(KN·m)軸線處梁端剪力(KN·m)梁端彎矩(KN·m)梁端剪力(KN·m)跨中剪力(KN)左右左右左右左右1D~E軸邊跨-86.79122.0971.09-86.4768.96-100.5371.74-85.82-7.04C~D軸邊跨-30.7472.00-12.8725.3333.90-78.39-12.2225.986.88B~C軸邊跨-179.84119.32121.82-106.89148.58-92.65125.47-106.249.613D~E軸邊跨-89.70121.8071.79-85.7771.70-100.4172.44-85.12-6.34C~D軸邊跨-26.9651.33-5.0517.5128.17-55.76-1.4018.166.88B~C軸邊跨-162.13130.34120.56-111.15131.94-102.61121.21-110.505.354D~E軸邊跨-81.8366.6771.56-68.2166.14-49.6775.21-67.563.82C~D軸邊跨-11.6446.18-26.0838.5421.11-55.87-25.4339.196.88B~C軸邊跨-167.23101.10111.33-95.63138.59-80.25111.98-91.9810.00表4-25恒載作用下梁端彎矩與剪力層號梁類型軸線處梁端彎矩(KN·m)軸線處梁端剪力(KN·m)梁端彎矩(KN·m)梁端剪力(KN·m)跨中剪力(KN)左右左右左右左右1D~E軸邊跨-11.5320.2618.50-22.306.85-11.7419.15-21.65-1.25C~D軸邊跨-6.0247.1319.03-19.031.21-42.4319.68-18.380.65B~C軸邊跨-80.8948.9431.73-25.2772.15-42.6835.38-21.625.383D~E軸邊跨-12.2320.2218.66-22.147.51-11.7419.31-21.49-1.09C~D軸邊跨-5.6233.7113.01-13.012.31-30.5113.66-12.360.65B~C軸邊跨-68.5047.8432.39-27.6160.35-40.9933.04-26.963.044D~E軸邊跨-1.161.911.86-5.342.89-3.635.51-1.690.41C~D軸邊跨-1.161.281.46-1.460.74-3.972.11-0.810.65B~C軸邊跨-13.611.769.26-5.7411.24-0.389.91-5.092.41表4-26活載作用下梁端彎矩與剪力水平荷載內(nèi)力調(diào)整（以地震荷載為例）由水平地震荷載的剪力圖可見，彎矩則呈線性變化，因此可以通過彎矩的線性關(guān)系對其進(jìn)行調(diào)整。各節(jié)點(diǎn)的計算見下表：層號梁類型梁端彎矩(KN·m)梁端剪力(KN·m)跨中剪力(KN)跨中彎矩(KN·m)左右左右1D~E軸邊跨1009.62413.61-310.07-310.07-310.07-298.01C~D軸邊跨879.23979.47-860.51-860.51-860.5150.12B~C軸邊跨131.371009.62-196.00-196.00-196.00439.133D~E軸邊跨625.90258.60-192.70-192.70-192.70-183.65C~D軸邊跨549.71612.39-538.01-538.01-538.0131.34B~C軸邊跨195.92625.90-121.75-121.75-121.75211.994D~E軸邊跨281.01121.82-87.77-87.77-87.77-79.60C~D軸邊跨258.96288.49-253.45-253.45-253.4511.77B~C軸邊跨195.92625.90-55.31-55.31-55.31211.99表4-27柱內(nèi)力調(diào)整豎向荷載內(nèi)力調(diào)整從恒載作用下的剪力圖可以看出，彎矩沿柱呈線性變化。因此可以利用彎矩的線性變化對彎矩和剪力進(jìn)行調(diào)整。計算簡圖如下：對此利用相似三角形定理，得：b=750mm，L=3865mm，所以M4=6.33KN·m其他柱內(nèi)力調(diào)整見下表：柱類型層號柱端梁高(m)軸線處柱端彎矩(KN·m)軸線處柱端剪力(KN)柱端彎矩(KN·m)柱端剪力(KN)上下上下上下上下上下E軸柱10.750.7515.068.53-1.07-1.0713.537.00-1.07-1.0730.750.7526.4021.64-11.34-11.3422.1520.39-11.34-11.3440.750.7511.8119.79-7.02-7.029.1811.01-7.02-7.02D軸柱10.750.75-7.01-3.511.811.81-6.33-2.831.811.8130.750.75-12.63-11.985.475.47-10.58-9.935.475.4740.750.75-29.58-8.598.488.48-26.40-5.418.488.48表4-28柱類型層號柱端梁高(m)軸線處柱端彎矩(KN·m)軸線處柱端剪力(KN)柱端彎矩(KN·m)柱端剪力(KN)上下上下上下上下上下E軸柱10.750.753.481.76-2.62-2.623.141.42-2.62-2.6230.750.756.085.87-5.98-5.985.081.87-5.98-5.9840.750.752.791.59-3.69-3.692.182.54-3.69-3.69D軸柱10.750.75-1.48-0.751.121.12-1.34-0.611.121.1230.750.75-2.64-2.502.572.57-2.21-2.072.572.5740.750.75-1.29-1.961.631.63-1.02-1.061.631.63表4-29活載作用下柱端彎矩和剪力水平荷載內(nèi)力調(diào)整同豎向荷載內(nèi)力調(diào)整一樣，相關(guān)柱的計算結(jié)果見下表：柱類型層號柱端梁高(m)軸線處柱端彎矩(KN·m)軸線處柱端剪力(KN)柱端彎矩(KN·m)柱端剪力(KN)上下上下上下上下上下E軸柱10.750.75-635.46-776.67243.47243.47-541.16-685.37243.47243.4730.750.75-438.79-373.78180.57180.57-371.08-306.07180.57180.5740.750.75-312.28-256.65126.43126.43-261.87-98.61126.43126.43D軸柱10.750.75-777.62-950.43297.94297.94-665.89-838.70297.94297.9430.750.75-550.40-550.40241.62241.62-458.67-458.67241.62241.6240.750.75-432.09-347.72171.29171.29-367.11-131.11171.29171.29表4-30左地震作用下柱端彎矩和剪力1.3.3內(nèi)力組合選取一、三、四層的梁、柱各一根進(jìn)行內(nèi)力組合。內(nèi)力組合相關(guān)的數(shù)據(jù)均為以上進(jìn)行調(diào)幅后的數(shù)據(jù)。有地震作用效應(yīng)的組合：沒有地震作用效應(yīng)的組合：具體為相關(guān)內(nèi)力組合過程見下表：一層梁的內(nèi)力組合荷載類型恒載活載左震右震荷載編號①②③④控制截面內(nèi)力值MVMVMVMV1-68.9671.74-6.8519.151009.62-310.07-1009.62310.07223.64-7.0417.27-1.25298.01-310.07-298.01310.073-100.5381.22-11.74-21.65-413.61-310.07413.61310.074-33.9-12.22-1.2119.68879.23-860.51-879.23860.515-53.346.8833.660.65-50.12-860.5150.12860.516-78.3925.98-42.43-18.38-979.47-860.51979.47860.517-148.58125.47-72.1535.38131.37-196.00-131.371968127.409.6160.595.38-439.13-196.00439.131969-92.65-106.24-42.68-21.62-1009.62-196.001009.62196控制截面1.35（1.0）×永久荷載+1.4×0.7×活載1.2×重力荷載+1.3×地震作用地震作用下剪力調(diào)整組合項目MV組合項目MVV11.0×①-68.6971.741.2×(①+0.5×②）+1.3×③1225.64-305.5141.491.35×①+1.4×0.7×②-99.81115.621.2×(①+0.5×②）+1.3×④-1399.37500.67423.861.35×①+1.4×0.7×②-98.81115.621.2×(①+0.5×②）+1.3×④-1399.37500.67423.8621.35×①+1.4×0.7×②48.84-10.731.2×(①+0.5×②）+1.3×③426.14-412.2931.0×①-100.5381.221.2×(①+0.5×②）+1.3×④408.21487.5741.491.35×①+1.4×0.7×②-150.1688.431.2×(①+0.5×②）+1.3×③-667.17-318.62423.861.35×①+1.4×0.7×②-150.1688.431.2×(①+0.5×②）+1.3×③-667.17-318.62423.8641.0×①-33.9-12.221.2×(①+0.5×②）+1.3×③1101.59-1121.52942.741.35×①+1.4×0.7×②-46.952.791.2×(①+0.5×②）+1.3×④-1181.411115.81942.741.35×①+1.4×0.7×②-46.952.791.2×(①+0.5×②）+1.3×④-1181.411115.81942.7451.0×①-53.346.881.2×(①+0.5×②）+1.3×④21.341127.3161.0×①-78.3925.981.2×(①+0.5×②）+1.3×④1153.791138.81942.741.35×①+1.4×0.7×②-147.4117.061.2×(①+0.5×②）+1.3×③-1392.84-1098.52942.741.35×①+1.4×0.7×②-147.4117.061.2×(①+0.5×②）+1.3×③-1392.84-1098.52942.7471.0×①-148.58125.471.2×(①+0.5×②）+1.3×③-50.81-83.01313.421.35×①+1.4×0.7×②-271.29201.061.2×(①+0.5×②）+1.3×③-50.81-83.01313.421.35×①+1.4×0.7×②-271.29201.061.2×(①+0.5×②）+1.3×④-392.37426.59313.4281.35×①+1.4×0.7×②231.3718.251.2×(①+0.5×②）+1.3×④760.10269.5691.0×①-92.65-106.241.2×(①+0.5×②）+1.3×④1175.72112.54313.421.35×①+1.4×0.7×②-166.90-167.551.2×(①+0.5×②）+1.3×③-1449.29-397.06313.421.35×①+1.4×0.7×②-166.90-167.551.2×(①+0.5×②）+1.3×③-1449.29-397.06313.42三層梁的內(nèi)力組合荷載類型恒載活載左震右震荷載編號①②③④控制截面內(nèi)力值MVMVMVMV171.7072.447.5119.31695.44-192.70-695.44192.70222.32-6.3416.93-1.09331.12-310.07-331.12310.073-100.41-85.12-11.74-21.49-287.33-192.70287.33192.70428.17-1.402.3113.66610.79-538.01-610.79538.015-39.766.8821.910.65-55.69-860.5155.69860.516-55.7618.16-30.51-12.36-680.43-538.01680.43538.017131.94121.2160.3533.04217.69-121.75-217.69121.758130.755.3561.795.38-386.81-196.00386.81196.009-102.61-110.5-40.99-26.96-695.44-121.75695.44121.75控制截面1.35（1.0）×永久荷載+1.4×0.7×活載1.2×重力荷載+1.3×地震作用地震作用下剪力調(diào)整組合項目MV組合項目MVV11.0×①71.7072.441.2×(①+0.5×②）+1.3×③991.62-152.00282.061.35×①+1.4×0.7×②101.15116.721.2×(①+0.5×②）+1.3×④-813.53349.02282.061.35×①+1.4×0.7×②101.15116.721.2×(①+0.5×②）+1.3×④-813.53349.02282.0621.35×①+1.4×0.7×②46.72-9.631.2×(①+0.5×②）+1.3×③467.40-411.3531.0×①-100.41-85.121.2×(①+0.5×②）+1.3×④241.19135.47282.061.35×①+1.4×0.7×②-150.00-135.971.2×(①+0.5×②）+1.3×③-502.87-365.55282.061.35×①+1.4×0.7×②-150.00-135.971.2×(①+0.5×②）+1.3×③-502.87-365.55282.0641.0×①28.17-1.401.2×(①+0.5×②）+1.3×③829.22-696.50588.661.35×①+1.4×0.7×②40.297.451.2×(①+0.5×②）+1.3×④-758.84702.33588.661.35×①+1.4×0.7×②40.297.451.2×(①+0.5×②）+1.3×④-758.84702.33588.6651.0×①-39.766.881.2×(①+0.5×②）+1.3×④39.631127.3161.0×①-55.7618.161.2×(①+0.5×②）+1.3×④799.34713.79588.661.35×①+1.4×0.7×②-105.1812.401.2×(①+0.5×②）+1.3×③-969.78-685.04588.661.35×①+1.4×0.7×②-105.1812.401.2×(①+0.5×②）+1.3×③-969.78-685.04588.6671.0×①131.94121.211.2×(①+0.5×②）+1.3×③477.547.00240.221.35×①+1.4×0.7×②237.26196.011.2×(①+0.5×②）+1.3×③477.547.00240.221.35×①+1.4×0.7×②237.26196.011.2×(①+0.5×②）+1.3×④-88.46323.55240.2281.35×①+1.4×0.7×②240.0112.491.2×(①+0.5×②）+1.3×④698.63261.4591.0×①-102.61-110.501.2×(①+0.5×②）+1.3×④756.359.50240.221.35×①+1.4×0.7×②-178.69-175.601.2×(①+0.5×②）+1.3×③-1051.80-307.05240.221.35×①+1.4×0.7×②-178.69-175.601.2×(①+0.5×②）+1.3×③-1051.80-307.05240.22四層梁的內(nèi)力組合荷載類型恒載活載左震右震荷載編號①②③④控制截面內(nèi)力值MVMVMVMV166.1475.212.895.51312.28-87.77-312.2887.77238.273.823.940.4188.64-87.77-88.6487.773-49.67-67.56-3.63-1.69-135.36-87.77135.3687.77421.11-25.430.742.11287.73-253.45-287.73253.455-93.826.887.960.65-16.41-253.4516.41253.456-55.8739.19-3.97-0.81-320.54-253.45320.54253.457138.59111.9811.249.91102.55-55.31-102.5555.318115.2710.0010.252.41-101.87-55.31101.8755.319-80.25-91.98-0.38-5.09-312.28-55.31312.2855.31控制截面1.35（1.0）×永久荷載+1.4×0.7×活載1.2×重力荷載+1.3×地震作用地震作用下剪力調(diào)整組合項目MV組合項目MVV11.0×①66.1475.211.2×(①+0.5×②）+1.3×③487.07-20.54168.721.35×①+1.4×0.7×②92.12106.931.2×(①+0.5×②）+1.3×④-321.86207.66168.721.35×①+1.4×0.7×②92.12106.931.2×(①+0.5×②）+1.3×④-321.86207.66168.7221.35×①+1.4×0.7×②55.535.561.2×(①+0.5×②）+1.3×③163.52-109.2731.0×①-49.67-67.561.2×(①+0.5×②）+1.3×④111.1930.22168.721.35×①+1.4×0.7×②-70.61-95.801.2×(①+0.5×②）+1.3×③-237.75-197.99168.721.35×①+1.4×0.7×②-70.61-95.801.2×(①+0.5×②）+1.3×③-237.75-197.99168.7241.0×①21.11-25.431.2×(①+0.5×②）+1.3×③399.83-358.74281.341.35×①+1.4×0.7×②29.22-32.261.2×(①+0.5×②）+1.3×④-348.27300.24281.341.35×①+1.4×0.7×②29.22-32.261.2×(①+0.5×②）+1.3×④-348.27300.24281.3451.0×①-93.826.881.2×(①+0.5×②）+1.3×④-86.48338.1361.0×①-55.8739.191.2×(①+0.5×②）+1.3×④347.28376.03281.341.35×①+1.4×0.7×②-79.3252.111.2×(①+0.5×②）+1.3×③-486.13-282.94281.341.35×①+1.4×0.7×②-79.3252.111.2×(①+0.5×②）+1.3×③-486.13-282.94281.3471.0×①138.59111.981.2×(①+0.5×②）+1.3×③306.3772.02240.221.35×①+1.4×0.7×②198.11161.931.2×(①+0.5×②）+1.3×③306.3772.02240.221.35×①+1.4×0.7×②198.11161.931.2×(①+0.5×②）+1.3×④39.74215.83240.2281.35×①+1.4×0.7×②165.6615.861.2×(①+0.5×②）+1.3×④280.8185.3591.0×①-80.25-91.981.2×(①+0.5×②）+1.3×④309.44-45.13240.221.35×①+1.4×0.7×②-108.71-133.211.2×(①+0.5×②）+1.3×③-502.49-188.93240.221.35×①+1.4×0.7×②-108.71-133.211.2×(①+0.5×②）+1.3×③-502.49-188.93240.22表4-31梁的內(nèi)力組合一層E柱內(nèi)力組合荷載類型恒載活載左震右震豎向地震荷載編號①②③④⑤控制截面內(nèi)力值MVNMVNMVNMVNN113.53-1.071776.853.14-2.62129.35-541.16243.47-835.05541.16-243.47835.050.0027.00-1.071776.851.42-2.62129.35-685.37243.47-835.05685.37-243.47835.050.00控制截面1.35(1.0)×永久荷載+1.4×0.7×活載1.2×重力荷載+1.3×地震作用+0.5×豎向地震作用地震作用組合內(nèi)力調(diào)整組合項目MVN組合項目MVNMVN1|M|max1.35×①+

1.4×0.7×②21.34-8.062525.511.2×（①+0.5×②）

+1.3×④-0.5×⑤725.53-335.143295.40919.23-478.313295.401.35×①+

1.4×0.7×②21.34-8.062525.511.2×（①+0.5×②）

+1.3×④+0.5×⑤725.53-335.143295.40919.23-478.313295.401.0×①13.53-1.071776.851.2×（①+0.5×②）

+1.3×③-0.5×⑤-716.50322.231082.51-907.79480.511082.512|M|max1.35×①+

1.4×0.7×②10.84-8.062525.511.2×（①+0.5×②）

+1.3×④-0.5×⑤900.23-335.143295.401211.75-478.313295.401.35×①+

1.4×0.7×②10.84-8.062525.511.2×（①+0.5×②）

+1.3×④+0.5×⑤900.23-335.143295.401211.75-478.313295.401.0×①7.00-1.071776.851.2×（①+0.5×②）

+1.3×③-0.5×⑤-916.00322.231082.51三層E柱內(nèi)力組合荷載類型恒載活載左震右震豎向地震荷載編號①②③④⑤控制截面內(nèi)力值MVNMVNMVNMVNN122.15-11.34905.195.08-5.9852.86-371.08180.57-280.47371.08-180.57280.470.00220.39-11.34905.191.87-5.9852.86-306.07180.57-280.47306.07-180.57280.470.00控制截面1.35(1.0)×永久荷載+1.4×0.7×活載1.2×重力荷載+1.3×地震作用+0.5×豎向地震作用地震作用組合內(nèi)力調(diào)整組合項目MVN組合項目MVNMVN1|M|max1.35×①+

1.4×0.7×②31.88-21.171273.811.2×（①+0.5×②）

+1.3×④-0.5×⑤512.03-260.971482.56776.84-505.891482.561.35×①+

1.4×0.7×②31.88-21.171273.811.2×（①+0.5×②）

+1.3×④+0.5×⑤512.03-260.971482.56776.84-505.891482.561.0×①-11.34905.195.081.2×（①+0.5×②）

+1.3×③-0.5×⑤-471.33226.57739.31-715.09461.92739.312|M|max1.35×①+

1.4×0.7×②32.30-21.171273.811.2×（①+0.5×②）

+1.3×④-0.5×⑤425.28-260.971482.56971.33-505.891482.561.35×①+

1.4×0.7×②32.30-21.171273.811.2×（①+0.5×②）

+1.3×④+0.5×⑤425.28-260.971482.56971.33-505.891482.561.0×①-11.34905.191.871.2×（①+0.5×②）

+1.3×③-0.5×⑤-385.80226.57739.