【《某机场航管楼建筑结构的横向框架计算案例》16000字】

V某机场航管楼建筑结构的横向框架计算案例1.1荷载计算1.1.1构件自重计算（1）⑥轴框架1~4层自重计算1）板：40mm厚细石混凝土0.04×25=1KN/㎡C10细沙混凝土敷管找坡抹平80mm厚0.08×25=2KN/㎡100mm厚现浇混凝土钢筋楼板0.1×25=2.5KN/㎡合计：1+2+2.5=5.5KN/㎡横向框架梁以及横向次梁①边跨（7500mm，750mm)钢筋混凝土梁石灰砂浆顶棚合计：1.88+0.26=5.19KN/m②中跨（2400mm）：钢筋混凝土梁石灰砂浆顶棚合计：③次梁（600×250)钢筋混凝土梁石灰砂浆顶棚合计：3.75+0.24=3.99KN/m纵向框架梁：①边梁：钢筋混凝土梁外墙面砖0.75×0.62=0.47KN/m内墙涂料合计：1.88+0.47+0.18=5.53KN/m②中梁：钢筋混凝土梁内墙涂料合计：1.88+0.36=5.24KN/m柱：①边柱：钢筋混凝土柱外墙面砖、涂料（平均取比重）内墙涂料合计：72+1.62+2.52=76.14KN②中柱：钢筋混凝土柱内墙涂料合计：墙：①浆砌焦渣砖内墙（200mm）：砌体内墙涂料合计：②玻璃幕墙（200mm）：玻璃幕墙合计：③浆砌焦渣砖外墙（240mm）：砌体内墙涂料外墙面砖、涂料（平均取比重）合计：（2）②轴框架顶层自重计算：板：防水屋面3.61KN/㎡100mm厚钢筋混凝土楼板石灰砂浆顶棚合计：女儿墙：钢丝玻璃岩棉合计：门窗木门0.2KN/㎡玻璃门0.5KN/㎡铝合金窗0.4KN/㎡1.1.2恒载计算中间层梁、柱恒载计算图4-1图4-2最大值：最小值：荷载分布图见下图图4-3图4-42）中跨梁上线荷载计算中跨梁上线荷载=5.19KN/m。荷载分布图见下图图4-5中间层中跨梁分布恒荷载图边柱集中力计算边柱1集中力计算板重1=横向次梁自重1=纵向框架梁自重1=墙重1=所以边柱1上的集中力=边柱2集中力计算纵向框架梁承受的荷载2板重2=横向次梁自重2=纵向框架梁自重2=墙重2=所以边柱2上的集中力=4）中柱集中力计算板重=横向次梁自重=纵向次梁自重=墙重=所以中柱上的集中力=边柱与梁交点处弯矩弯矩1弯矩2中柱与梁交点处弯矩顶层梁、柱上恒载计算：边跨梁上线荷载计算：板自重按双向板塑性铰线分配，如图所示。梁上分布荷载通过三角形荷载和均布荷载叠加而成，通过控制点的荷载值，成图。最大值=最小值=5.19KN/m所以该梁的荷载分布图如下图4-6顶层边跨梁分布恒荷载图1图4-7顶层边跨梁分布恒荷载图2中跨梁上线荷载计算：中跨梁上线荷载=5.19KN/m所以该梁的荷载分布图如下图4-8顶层中跨梁分布恒荷载图边柱集中力计算：边柱集中力1：边柱集中力2：4）中柱集中力计算中柱集中力：5）边柱与梁交点处弯矩：弯矩1弯矩26）中柱与梁交点处弯矩所以⑥轴横向框架恒载图如下。图4-9⑥轴横向框架恒载图1.1.3活载计算活载类型如表3所示。类型标准值（KN/㎡）组合值系数频遇值系数准永久值系数办公室2.00.70.60.5走廊、门厅2.50.70.60.5屋面活载0.50.70.50旅客等候室3.50.70.60.5楼梯3.50.70.60.5表4-1活载汇总表注：屋面活载按“不上人屋面”确定顶层框架梁柱活载计算不上人屋面活载：0.5KN/㎡雪荷载：μrS0=1×0.3=0.3KN/㎡活载取：0.5KN/㎡边跨梁上线荷载最大值：8×0.5=4KN/m最小值：0线荷载如下图所示图4-10图4-11中跨梁上线荷载：同恒载求解方式相同，其值为0。边柱集中力：边柱集中力=部分板上活载传力中柱集中力中柱集中力=部分板上活载传力边柱集中力矩：边柱集中力矩=边柱集中力×梁柱偏心中柱集中力矩中柱集中力矩=中柱集中力×梁柱偏心中间层框架梁、柱活载计算：办公室：2.0KN/㎡旅客等候室：3.5KN/㎡走廊活载：2.5KN/㎡边跨梁线上活载：最大值1：最大值2：最小值1：0最小值2：0线荷载如下图图4-12中间层边跨梁活载示意图1图4-13中间层边跨梁活载示意图2中跨梁上线荷载：同恒载求解方式相同，其值为0。边柱集中力：边柱集中力=部分板上活载传力中柱集中力：中柱集中力=部分板上活载传力5）边柱集中力矩：6)中柱集中力矩所以⑥轴横向框架活载图如下。图4-14第⑥轴横向框架活载图1.1.4风载计算计算资料：设计此建筑位于城市郊区，场地类型为B；建筑所处地区的基本风压ω0=0.3KN/㎡。由于建筑为L形，所以迎风面，背风面。此建筑物的高度，所以取1.。风压：风荷载标准值：查建筑荷载规范得出下表4楼层高度女儿墙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标准高度风载计算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轴横向框架风荷载图如下。图4-15第⑥轴横向框架风荷载图1.1.5水平地震作用计算（1）计算重力荷载代表值中间层（3层）楼盖面积（除去柱子占的面积）：所以，楼盖部分的自重为梁、柱自重横向框架梁：纵向框架梁：附加次梁：柱：标准层梁柱自重：填充墙、门窗自重外墙门窗面积：外墙门窗自重：外墙面积：玻璃幕墙：普通墙：墙面积：外墙自重：玻璃幕墙：普通墙：内墙门窗面积：内墙门窗自重：内墙面积：内墙自重：活荷载走廊、楼梯等活荷载：办公室等活荷载：中间层重力荷载代表值：2）一、二层：①二层：楼盖部分永久荷载标准值为：附加次梁自重：二层梁柱自重标准值为：办公室活载为：二层重力荷载代表值：②一层为简化计算，一层重力荷载代表值为：3）顶层①屋顶屋面自重：女儿墙自重：②梁柱自重横向框架梁：纵向框架梁：附加次梁：顶层梁柱自重为：③填充墙、门窗自重外墙门窗面积：外墙门窗自重：外墙面积：玻璃幕墙：普通墙：墙面积：外墙自重：玻璃幕墙：普通墙：内墙门窗面积：内墙门窗自重：内墙面积：内墙自重：④活荷载屋顶屋面活荷载：（2）、梁柱刚度的计算1）、当梁两侧都有现浇板时，其线刚度一般取I=2I0。当梁只有一侧有现浇板时，其线刚度一般取I=1.5I0。详细计算见下表（C30混凝土：E=3.0×107KN/㎡）断面b(m)×h(m)跨度l（m）截面惯性矩I0(m4)边框架梁中框架梁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梁的线刚度计算、柱的侧移刚度D值按下式计算；一般层；底层；各层框架柱的侧移刚度见表6（C40混凝土：E=3.25×107KN/㎡）楼层柱类别柱编号Kα1边框架边柱Z-1、Z-2、Z-82.92×1045.82.170.64666679681Z-26、Z-212.92×1045.83.190.717395边框架中柱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中框架边柱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边框架边柱Z-1、Z-2、Z-83.76×1041.51.680.4610249142154Z-26、Z-213.76×1041.52.480.5512255边框架中柱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中框架边柱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自振周期的计算使用顶点位移法计算时，应取调整系数α0=0.6.计算公式为，按D值法计算，见下表，则：层次49062.529062.521633220.05550.809838889.2417951.761421540.12630.754328396.2526348.011421540.18530.628018923.9235271.93796810.44270.4427表4-5横向框架顶点位移计算地震作用的计算水平地震影响系数该航站楼属于Ⅲ类二组场地，8度（0.2g）设防，查《抗震设防规范》，多遇地震下，水平地震影响系数最大值。已经求出，由于，一般钢筋混凝土结构故：求每个楼层的水平地震作用结构等效总重力荷载：则结构总水平地震作用标准值考虑高振型对水平地震作用沿高度分布的影响，需在顶部附加一集中水平力，，，所以顶部附加地震作用系数为：i楼层处的水平地震作用：其中：因此，第一层的水平地震作用为：同理，可得：F2=430.05KNF3=651.21KN另外，抗震验算根据《抗震设计规范》5.5.1规定，楼层内最大的弹性位移应符合下式要求：”计算过程见表8：楼层水平地震力层间剪力层间刚度层高hi（m）层间相对弹性转角41528.021528.023961630.00391.51/9993651.212182.233961630.00551.51/8182430.052612.283961630.00661.51/6821257.382869.662179010.01015.81/574表4-6抗震变形验算经《抗震设计规范》表5.5.1查得，钢筋混凝土框架的层间位移角限值为1/550，符合要求。《抗震设计规范》5.2.5规定，在抗震验算时，结构任意楼层的水平剪力都应符合：，查《抗震设计规范》表5.2.5得到，所以：以上计算结构均满足要求。⑥轴横向框架水平地震的计算一榀框架每层的分配系数为：⑥轴号横向框架各层所分配到的水平地震作用：将上述⑥轴号横向框架地震作用计算所得结果绘于下图。图191.2内力计算1.2.1恒载内力（1）梁、柱参数汇总第⑥轴横向框架梁、柱相关参数汇总在下表。，由于第⑦轴横向框架为中框架，所以惯性矩折算为。断面b(m)×h(m)跨度l(m)截面惯性矩I0(m4)第⑥轴框架梁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轴框架几何参数柱类别层次截面b(m)×h(m)(KN·m)(m)KαDi边柱（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边柱（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轴框架柱几何参数弯矩计算利用力矩二次分配法计算恒载作用下框架的弯矩。计算杆固端弯矩：将三角形分布荷载折算成均布荷载：三角形荷载折算公式：（q为三角形荷载中的最高点的荷载值）①顶层边跨等效均布荷载②中间层边跨等效均布荷载求出各杆固端弯矩作用，详见于下图图4-17图4-18图4-19恒载作用下弯矩图（单位：KN·m）剪力计算将梁上的分布荷载折算成集中力。顶层边跨顶层中跨中间层边跨中间层中跨取各个梁、柱的两端取矩，列出力矩平衡方程，求出梁端、柱端剪力。计算简图如下。图4-20剪力计算简图对E端取矩：所以：梁的跨中弯矩：对跨中截面取矩：第⑥轴横向框架的各个杆件的杆端剪力与跨中弯矩作用，详见如下表：梁类型层号梁长(m)外荷(KN)固端弯矩(KN·m)杆端剪力(KN)跨中弯矩(KN·m)左右左右D~E轴边跨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轴边跨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根据平衡方程得到公式，据此式列表计算柱的杆端剪力如下表所示。柱类型层号柱高(m)固端弯矩(KN·m)杆端剪力(KN)上下上下E轴柱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轴柱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轴柱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轴柱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由以上计算，绘出恒载作用下的剪力图如下：图4-21恒载作用下剪力图（单位：KN）轴力计算根据配筋计算需要，只需求出柱的轴力即可，而不需求出梁轴力。计算方法柱轴力=柱顶集中力+梁端剪力以四层D柱为例，具体计算如下：根据图12恒载图可知，柱顶集中力；根据图24剪力图可知，柱两端受梁剪力分别为：由此，柱中轴力轴力计算同上，可列表如下：柱类型层号柱顶集中力(KN)邻梁剪力(KN)柱中轴力(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恒载作用下柱中轴力由以上计算，绘出恒载作用下的轴力图如图4-22：1.2.2活载内力（1）弯矩计算活载内力计算原理同恒载类似。将三角形分布荷载折算成均布荷载：三角形折算公式：图4-22恒载作用下轴力图则边跨等效均布荷载：①顶层边跨等效均布荷载②中间层边跨等效均布荷载求出各杆固端弯矩作用，详见于下图：图4-23图4-24剪力计算将梁上的分布荷载折算成集中力。①顶层边跨②顶层中跨③中间层边跨中间层中跨梁类型层号梁长(m)外荷(KN)固端弯矩(KN·m)杆端剪力(KN)跨中弯矩(KN·m)左右左右D~E轴边跨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轴边跨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柱类型层号柱高(m)固端弯矩(KN·m)杆端剪力(KN)上下上下E轴柱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轴柱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轴柱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轴柱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柱类型层号柱顶集中力(KN)邻梁剪力(KN)柱中轴力(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活载作用下柱中轴力图4-25活载作用下弯矩图（单位：KN·m）图4-26活载作用下剪力图（单位：KN）图4-27活载作用下轴力图（单位：KN）1.2.3水平地震作用内力计算原则通过D值法计算出受到水平荷载作用下的框架弯矩。底层梁柱受水平地震荷载内力计算计算各个柱分配剪力底层四柱D值分别为：底层边柱（B、E轴柱）：7916底层中柱（C、D轴柱）：9687底层层间剪力：依照D值将层间剪力分配给各柱：底层边柱：底层中柱：反弯点高度y0h：标准反弯点高度；y1：上下横梁线刚度比对反弯点高度的影响；y2、y3：层高变化对反弯点的影响。对第⑥轴横向框架底层柱来说，只需考虑y0,y2即可。对于边柱，K取2.89，α取0.69，所以y0取0.55，y2取0；对于中柱，K取1.25，α取0.86，所以y0取0.55，y2取0。所以底层的反弯点矩柱底的距离为：E柱：D柱：柱端弯矩计算对柱顶和柱底进行取矩：边柱：中柱：其他层柱端弯矩如下表所示：层数层高(m)层间剪力（KN）单层刚度B、E轴D值剪力值反弯点高度(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层数层高(m)层间剪力（KN）单层刚度C、D轴D值剪力值反弯点高度(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梁端弯矩计算现计算底层边跨梁为例计算梁端弯矩，分别取左边和右边为隔离体如下图所示：图4-28节点平衡图①左端弯矩平衡方程：②右跨弯矩：平衡方程：左边和右边的梁按线刚度进行分配：其他梁端弯矩见下表：节点号上柱弯矩（KN·m）下柱弯矩（KN·m）左梁线刚度（KN·m）右梁线刚度（KN·m）左梁弯矩（KN·m）右梁弯矩（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左地震作用下梁端弯矩计算使梁顺时针转动时的弯矩为正。当求出弯矩后，可直接用线性关系求出跨中弯矩。剪力计算杆端的剪力利用杆的平衡求得。计算简图如下：图4-29杆件剪力计算简图力矩平衡方程：所以，梁柱在杆端剪力（风荷载作用下）计算表如下：梁类型层号梁长(m)梁固端弯矩(KN·m)梁端剪力(KN)左右左右D~E轴边跨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轴边跨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两端剪力见下表：柱类型层号柱高(m)柱固端弯矩(KN·m)柱端剪力(KN)上下上下E轴柱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轴柱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轴柱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轴柱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轴力计算计算结果如下表所示柱类型层号邻梁剪力(KN)柱中轴力(KN)左右E轴柱40-87.77-87.7730-192.70-280.4720-241.51-521.9810-310.07-835.05B轴柱4-55.31055.313-121.750177.062-153.760330.821-196.000526.82D轴柱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轴柱4-253.45-55.31198.143-538.01-121.75611.402-721.40-153.761185.041-860.51-196.001849.55表4-20左震作用下柱中轴力图4-30左震作用下弯矩图图4-31左震作用下剪力图图SEQ图\*ARABIC1-32左震作用下轴力图1.3内力组合1.3.1弯矩调幅竖向荷载下的梁端弯矩调幅目的：可以使混凝土浇筑和钢筋的绑扎更加方便；也为了使钢筋得到更加充分的利用。计算在恒载作用下的七层边跨梁的梁端负弯矩为例：该梁在恒载作用下，梁端负弯矩分别为：，跨中正弯矩为。（下图实线）。调幅后的弯矩为：对M0和M’0进行比较，后取最大值，所以最后跨中弯矩为38.65KN·m。其他梁的弯矩调幅见下表：梁类型层号轴线处梁端弯矩(KN·m)跨中弯矩(KN·m)调幅后梁端弯矩(KN·m)M’0(KN·m)调幅后跨中弯矩(KN·m)左右左右D~E轴边跨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轴边跨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活载作用下的梁端弯矩调幅，详见下表：梁类型层号轴线处梁端弯矩(KN·m)跨中弯矩(KN·m)调幅后梁端弯矩(KN·m)M’0(KN·m)调幅后跨中弯矩(KN·m)左右左右D~E轴边跨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轴边跨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活载作用下梁端弯矩调幅梁类型层号轴线处梁端弯矩(KN·m)跨中弯矩(KN·m)调幅后梁端弯矩(KN·m)M’0(KN·m)调幅后跨中弯矩(KN·m)左右左右D~E轴边跨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轴边跨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左震作用下弯矩调幅1.3.2内力调整由于前面所有计算的结果相对于实际的控制截面会有所偏差，所以采取下图中的截面进行计算，在计算是选取具有代表性的一层、三层、四层的梁和柱各一进行计算。图4-33内力调整截面示意图调整方法：借助力和力矩的平衡原理对C处的内力调整到梁端和柱端。下面以节点D-1为例进行计算。梁的内力调整竖向荷载内力调整对于D-1节点，左梁在受恒载作用时右端的弯矩为，剪力。也同时受均布荷载和三角形分布荷载的作用，选取一半尺寸进行计算，计算简图如下：对隔离体列平衡方程：图4-34D-1节点左梁右弯矩内力调整示意图所以得出：式中：a=5.19KN/m，b=500mm；所以解得：V1=-85.82KN，M1=-100.53KN·m其他节点的内力调整见下表：层号梁类型轴线处梁端弯矩(KN·m)轴线处梁端剪力(KN·m)梁端弯矩(KN·m)梁端剪力(KN·m)跨中剪力(KN)左右左右左右左右1D~E轴边跨-86.79122.0971.09-86.4768.96-100.5371.74-85.82-7.04C~D轴边跨-30.7472.00-12.8725.3333.90-78.39-12.2225.986.88B~C轴边跨-179.84119.32121.82-106.89148.58-92.65125.47-106.249.613D~E轴边跨-89.70121.8071.79-85.7771.70-100.4172.44-85.12-6.34C~D轴边跨-26.9651.33-5.0517.5128.17-55.76-1.4018.166.88B~C轴边跨-162.13130.34120.56-111.15131.94-102.61121.21-110.505.354D~E轴边跨-81.8366.6771.56-68.2166.14-49.6775.21-67.563.82C~D轴边跨-11.6446.18-26.0838.5421.11-55.87-25.4339.196.88B~C轴边跨-167.23101.10111.33-95.63138.59-80.25111.98-91.9810.00表4-25恒载作用下梁端弯矩与剪力层号梁类型轴线处梁端弯矩(KN·m)轴线处梁端剪力(KN·m)梁端弯矩(KN·m)梁端剪力(KN·m)跨中剪力(KN)左右左右左右左右1D~E轴边跨-11.5320.2618.50-22.306.85-11.7419.15-21.65-1.25C~D轴边跨-6.0247.1319.03-19.031.21-42.4319.68-18.380.65B~C轴边跨-80.8948.9431.73-25.2772.15-42.6835.38-21.625.383D~E轴边跨-12.2320.2218.66-22.147.51-11.7419.31-21.49-1.09C~D轴边跨-5.6233.7113.01-13.012.31-30.5113.66-12.360.65B~C轴边跨-68.5047.8432.39-27.6160.35-40.9933.04-26.963.044D~E轴边跨-1.161.911.86-5.342.89-3.635.51-1.690.41C~D轴边跨-1.161.281.46-1.460.74-3.972.11-0.810.65B~C轴边跨-13.611.769.26-5.7411.24-0.389.91-5.092.41表4-26活载作用下梁端弯矩与剪力水平荷载内力调整（以地震荷载为例）由水平地震荷载的剪力图可见，弯矩则呈线性变化，因此可以通过弯矩的线性关系对其进行调整。各节点的计算见下表：层号梁类型梁端弯矩(KN·m)梁端剪力(KN·m)跨中剪力(KN)跨中弯矩(KN·m)左右左右1D~E轴边跨1009.62413.61-310.07-310.07-310.07-298.01C~D轴边跨879.23979.47-860.51-860.51-860.5150.12B~C轴边跨131.371009.62-196.00-196.00-196.00439.133D~E轴边跨625.90258.60-192.70-192.70-192.70-183.65C~D轴边跨549.71612.39-538.01-538.01-538.0131.34B~C轴边跨195.92625.90-121.75-121.75-121.75211.994D~E轴边跨281.01121.82-87.77-87.77-87.77-79.60C~D轴边跨258.96288.49-253.45-253.45-253.4511.77B~C轴边跨195.92625.90-55.31-55.31-55.31211.99表4-27柱内力调整竖向荷载内力调整从恒载作用下的剪力图可以看出，弯矩沿柱呈线性变化。因此可以利用弯矩的线性变化对弯矩和剪力进行调整。计算简图如下：对此利用相似三角形定理，得：b=750mm，L=3865mm，所以M4=6.33KN·m其他柱内力调整见下表：柱类型层号柱端梁高(m)轴线处柱端弯矩(KN·m)轴线处柱端剪力(KN)柱端弯矩(KN·m)柱端剪力(KN)上下上下上下上下上下E轴柱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轴柱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柱类型层号柱端梁高(m)轴线处柱端弯矩(KN·m)轴线处柱端剪力(KN)柱端弯矩(KN·m)柱端剪力(KN)上下上下上下上下上下E轴柱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轴柱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活载作用下柱端弯矩和剪力水平荷载内力调整同竖向荷载内力调整一样，相关柱的计算结果见下表：柱类型层号柱端梁高(m)轴线处柱端弯矩(KN·m)轴线处柱端剪力(KN)柱端弯矩(KN·m)柱端剪力(KN)上下上下上下上下上下E轴柱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轴柱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左地震作用下柱端弯矩和剪力1.3.3内力组合选取一、三、四层的梁、柱各一根进行内力组合。内力组合相关的数据均为以上进行调幅后的数据。有地震作用效应的组合：没有地震作用效应的组合：具体为相关内力组合过程见下表：一层梁的内力组合荷载类型恒载活载左震右震荷载编号①②③④控制截面内力值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）×永久荷载+1.4×0.7×活载1.2×重力荷载+1.3×地震作用地震作用下剪力调整组合项目MV组合项目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层梁的内力组合荷载类型恒载活载左震右震荷载编号①②③④控制截面内力值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）×永久荷载+1.4×0.7×活载1.2×重力荷载+1.3×地震作用地震作用下剪力调整组合项目MV组合项目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层梁的内力组合荷载类型恒载活载左震右震荷载编号①②③④控制截面内力值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）×永久荷载+1.4×0.7×活载1.2×重力荷载+1.3×地震作用地震作用下剪力调整组合项目MV组合项目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梁的内力组合一层E柱内力组合荷载类型恒载活载左震右震竖向地震荷载编号①②③④⑤控制截面内力值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)×永久荷载+1.4×0.7×活载1.2×重力荷载+1.3×地震作用+0.5×竖向地震作用地震作用组合内力调整组合项目MVN组合项目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层E柱内力组合荷载类型恒载活载左震右震竖向地震荷载编号①②③④⑤控制截面内力值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)×永久荷载+1.4×0.7×活载1.2×重力荷载+1.3×地震作用+0.5×竖向地震作用地震作用组合内力调整组合项目MVN组合项目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.