濮阳市中原油田办公楼建筑结构设计

II级，安全疏散距离满足房门至外部出口或封闭楼梯间最大距离小于35m，大房间设前后两个门，小房间设一个门，满足防火要求；室内消火栓设在走廊两侧,每层两侧及中间设4个消火栓，最大间距25m,满足间距75m的要求。1.2.4抗震建筑的平立面布置规则，建筑的质量分布和刚度变化均匀，满足抗震要求。1.3设计资料工程地质条件：建筑场地为二类场地土，持力层地基承载力为特征值为f0k=150kpa，无软弱下卧层；抗震设防：7度，基本加速度0.15g，第一组；建筑耐久等级、防火等级均为Ⅱ级；风荷载：全年主导风向为北风，基本风压为=0.4kN/；雪荷载：基本雪压为S0=0.30kN/m2（水平投影）冰冻深度：室外天然地面以下800mm。

第2章计算简图2.1结构布置及结构计算简图的确定2.1.1结构平面布置如图2.1所示。选择KL-5作为计算单元.图2.1结构平面布置图2.1.2确定梁柱截面尺寸梁的最大跨度,可取其跨度进行计算.取L=6000mmh=(1/8～1/12)L=750mm～500mm取h=600mm.取b=300mm满足b>200mm故主要框架梁初选截面尺寸为：b×h=300mm×600mm。BC跨取250mm×500mm纵向连系梁：取L=4200mmh=(1/8～1/12)L=525mm～350mm取h=500mm取b=300mm满足b>200mm故次要框架梁初选截面尺寸为：b×h=300mm×500mm。框架柱：按柱高考虑：柱高所以柱均采用500mm500mm；2.1.3材料强度等级混凝土：均采用C30级；钢筋：采用HPB235，HRB400级；维护墙采用200mm厚非承重空心砖（190mm190mm190mm，重度2.4），M5混合砂浆砌筑。2.2荷载计算2.2.1屋面框架梁线荷载标准值：恒载屋面恒载标准值：35厚架空隔热板防水层20厚1:3水泥砂浆找平120厚混凝土现浇板12厚纸筋石灰粉平顶屋面恒载标准值:梁自重边跨AB、CD跨梁侧粉刷中间BC跨梁侧粉刷作用在顶层框架梁上的线荷载标准值为：梁自重板传来的荷载活载作用在顶层框架梁上的线荷载标准值为：2.2.2楼面横梁竖向线荷载标准值恒载20厚水泥砂浆面层120厚钢筋混凝土现浇板12厚板底粉刷楼面恒载标准值边跨（AB,CD跨）框架梁自重中跨（BC跨）梁自重作用在楼面层框架梁上的线恒荷载标准值梁自重板传来的荷载活载楼面活载：（a）恒载作用下的计算简图(b)活载作用下的计算简图图2.2荷载计算简图2.2.3屋面框架节点集中荷载标准值图2.3恒载顶层集中力（1）恒载边跨连系梁自重：粉刷：1.2m高女儿墙：女儿墙粉刷：连系梁传来的屋面自重：顶层边节点集中荷载中柱连系梁自重粉刷连系梁传来的屋面自重顶层中节点荷载（2）活载2.2.4楼面框架节点集中荷载标准值图2.4恒载中间层节点集中力恒载填充墙自重边柱连系梁自重粉刷连系梁传来的楼面自重中间层边节点集中荷载:框架柱自重中柱连系梁自重粉刷连系梁传来的楼板自重填充墙重中间层中节点集中荷载柱传来集中荷载活载2.2.5风荷载基本风压，地面粗糙程度属B类，按荷载规范。风荷载体型系数：迎风面为0.8，背风面为-0.5；因结构高度（从室外地面算起），取风振系数，计算简图图2.5所示图2.5横向框架上的风荷载风荷载计算表2-1层次51.01.318.91.2040.4012.607.8941.01.315.31.1560.4015.129.0431.01.311.71.0440.4015.128.2521.01.38.11.0000.4015.127.8611.01.34.51.0000.4017.018.842.2.6地震作用（1）建筑物总重力荷载代表值的计算1）集中于屋盖处的质点重力荷载代表值:50%雪荷载：屋面恒载:横梁:纵梁:女儿墙:柱重:横墙:纵墙:塑钢窗:集中于三、四层处的质点重力荷载代表值50%楼面荷载:楼面荷载：横梁：纵梁：柱重：横墙：纵墙：塑钢窗：集中于二层处的质点重力荷载代表值50%楼面荷载:楼面荷载：横梁：纵梁：柱重：横墙：纵墙：塑钢窗：（2）地震作用计算框架柱的抗侧移刚度在计算梁柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取I=2I0；边框架梁取I=1.5I0；为框架梁按矩形截面计算的截面惯性矩。横梁、柱线刚度见表2-2风荷载计算表2-2杆件截面尺寸相对刚度边框架梁300600305.400×1098.1×10960004.05×1071边框架梁250500302.604×1093.9×10927004.34×1071.072边框架梁300600305.400×10910.8×10960005.40×1071.333边框架梁250500302.604×1095.2×10927005.78×1071.427底层框架柱500500305.208×1095.2×10955002.84×1070.701中层框架梁500500305.208×1095.2×10936004.34×1071.072每层框架柱总的抗侧移刚度见下表框架柱横向侧移刚度D值表2-3项目根数层柱类型及截面二至五层边框架边柱（500×500）0.9330.3212.854边框架中柱（500×500）1.9330.4919.694中框架边柱（500×500）1.2440.4718.8822中框架中柱（500×500）2.3320.5421.7022底层边框架边柱（500×500）1.4260.566.304边框架中柱（500×500）2.9540.707.884中框架边柱（500×500）1.9010.626.9822中框架中柱（500×500）3.5630.738.2222注：为梁的线刚度，为柱的线刚度底层：二五层：框架自振周期的计算则自振周期为：其中为考虑结构非承重砖墙影响的折减系数，对于框架取0.6；为框架顶点假想水平位移，计算简表2-4。框架顶点的假想水平位移表2-4层总位移57338.827338.821022.927.71192.3748888.8016227.621022.9215.86185.2038888.8025116.421022.9224.55169.3428888.8034005.221022.9233.24144.7919624.494362.71391.12111.55111.553）地震作用计算在二类场地，7度设防区，设计地震分组为第一组情况下，结构的特征周期，水平地震影响系数最大值。由于，应不考虑顶点附加地震作用，取。结构等效总重力荷载：结构横向总水平地震作用标准值：各层横向地震剪力计算见表2-5，表中：楼层地震作用和地震剪力标准值计算表表2-5层次层次=+(顶层)楼层剪力519.97338.82146042.52967.02967.02416.38888.80144887.44959.371926.39312.78888.80112887.76747.482673.8729.1158888.8080888.08535.603209.4715.59624.4952934.70350.503559.97图2.6横向框架上的地震作用

第3章框架内力计算3.1恒载作用下框架内力计算3.1.1弯矩分配系数 图3.1横向框架承担的恒载及节点不平衡弯矩（a）恒载（b）恒载产生的节点不平衡弯矩由于该框架为对称结构，取框架的一半进行简化计算，如图3.1所示节点A1:第3章框架内力计算节点B1:节点:节点:节点：节点:节点与相应的相同。3.1.2杆件固端弯矩计算杆件固端弯矩时应带符号，杆件弯矩一律以顺时针方向为正。（1）横梁固端弯矩1）顶层横梁：自重作用：板传来的恒载作用2）二五层横梁：板传来的恒载作用纵梁引起的端部附加弯矩顶层外纵梁：(逆时针为正)楼层外纵梁∶顶层中纵梁∶楼层中纵梁∶3.1.3节点不平衡弯矩横向框架的节点不平衡弯矩为通过该节点的各杆件在节点处的固端弯矩与通过该节点的纵梁引起柱端横向附加弯矩之和，，根据平衡原则，节点弯矩的正方向与杆件弯矩方向相反，一律以逆时针方向为正。节点的不平衡弯矩∶节点的不平衡弯矩∶节点－的不平衡弯矩：节点－的不平衡弯矩：3.1.4内力计算根据对称原则，只计算AB,BC跨。在进行弯矩分配时，应将节点不平衡弯矩反号后再进行弯矩分配。恒载弯矩分配过程见图3.2，恒载作用下弯矩见图3.3，梁剪力、柱轴力见图3.4。节点分配顺序；。上柱下柱右梁左梁上柱下柱右梁0.4450.5540.4270.2290.230-63.7563.75-7.05-4.02028.3735.32-24.21-12.98-13.0413.0408.8112.1117.66-8.22-9.31-11.59-4.03-2.16-2.172.170-2.522.02-5.790.600.230.282.221.191.20-1.20025.57-25.6249.59-21.58-21.079.9900.3080.3080.3830.2560.3180.1710.256-57.2057.20-5.52-3.11017.6217.6221.91-13.23-16.43-8.84-13.2313.23014.188.81-6.6210.95-6.49-8.22-5.04-5.04-6.270.961.190.640.96-0.960-4.65-1.690.48-3.14-1.080.271.811.812.251.011.260.681.01-1.01023.9121.49-45.4553.76-21.56-15.47-16.788.1500.3080.3080.3830.2560.3180.1710.256-57.2057.20-5.52-3.11017.6217.6221.91-13.23-16.43-8.84-13.2313.2308.818.81-6.6210.95-4.42-8.22-3.39-3.39-4.210.430.530.290.43-0.430-2.52-1.690.22-2.110.320.271.231.231.530.390.480.260.39-0.39021.7522.58-44.3753.64-19.51-16.24-17.939.3000.3080.3080.3830.2560.3180.1710.256-57.2057.20-5.52-3.11017.6217.6221.91-13.23-16.43-8.84-13.2313.2308.818.81-6.6210.95-4.42-8.22-3.39-3.39-4.210.430.530.290.43-0.430-1.69-0.340.22-2.110.14-1.040.560.560.700.770.950.510.77-0.77021.9023.26-45.2154.02-19.22-17.29-17.558.9200.3080.3080.3830.2560.3180.1710.256-57.2057.20-5.52-3.11017.6217.6221.91-13.23-16.43-8.84-13.2313.2308.81-6.6210.95-4.42-0.68-0.68-0.84-1.67-2.08-1.12-1.671.670-1.69-0.84-0.420.140.780.780.970.070.090.050.07-0.07024.8417.72-42.6152.90-22.70-9.91-20.3511.720、图3.2恒载弯矩分配过程图3.3恒载作用下弯矩图图3.4恒载作用下的剪力、轴力AB跨梁端剪力（kN）表3-1层520.454.832.1614.4945.59—25.6249.593.8356.25—63.91417.724.832.1614.4934.55—45.4553.761.3947.65—50.43317.724.832.1614.4934.55—44.3753.641.5547.49—50.59217.724.832.1614.4934.55—45.2154.021.4747.57—50.51117.724.832.1614.4934.55—42.6152.901.7247.32—50.76BC跨梁端剪力表3-2层513.153.382.74.568.8813.44—13.4449.133.382.74.566.1610.72—10.7239.133.382.74.566.1610.72—10.7229.133.382.74.566.1610.72—10.7219.133.382.74.566.1610.72—10.72柱轴力（KN）表3-3层边柱A轴、D轴中柱B轴、C轴横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力5柱顶56.2553.8422.50110.0977.3557.0422.50134.39柱底132.59156.894柱顶47.6560.6422.50240.8861.1574.8522.50292.89柱底263.38315.393柱顶47.4960.6422.50371.5161.3174.8522.50451.55柱底394.01474.052柱顶47.5760.6422.50502.2261.2374.8522.50610.13柱底524.72632.631柱顶47.3260.6434.37632.6861.4874.8534.37768.96柱底667.05803.333.2活载作用下的框架内力计算3.2.1梁固端弯矩本设计中各不利荷载布置时计算简图不一定是对称形式，为了方便，近似采用对称结构队荷载形式简化计算。图3.5横向框架承担的活载（1）顶层横梁（2）二五层横梁3.2.2纵梁偏心引起柱端附加弯矩顶层外纵梁∶(逆时针为正)楼层外纵梁∶顶层中纵梁∶楼层中纵梁∶3.2.3节点不平衡弯矩3.2.4内力计算上柱下柱右梁左梁上柱下柱右梁0.4450.5540.4270.2290.230-8.148.14-0.40-0.2403.624.51-3.30-1.77-1.781.7805.001.652.25-4.83-2.96-3.681.100.590.59-0.590-0.45-0.55-1.84-0.080.440.550.820.440.44-0.4405.66-5.667.17-5.65-1.150.5100.3080.3080.3830.2560.3180.1710.256-32.4532.45-2.05-1.2309.999.9912.43-7.78-9.67-5.20-7.787.7801.815.00-3.896.21-0.89-4.83-0.90-0.90-1.12-0.13-0.16-0.08-0.130.130-1.48-0.94-0.06-0.560.300.190.760.760.950.020.020.010.02-0.02010.1913.92-24.1430.21-10.39-9.91-9.946.6600.3080.3080.3830.2560.3180.1710.256-32.4532.45-2.05-1.2309.999.9912.43-7.78-9.67-5.20-7.787.7805.005.00-3.896.21-2.60-4.83-1.88-1.88-2.340.310.390.210.31-0.310-0.45-0.940.16-1.17-0.040.190.380.380.470.260.320.170.26-0.26013.0412.55-25.6230.29-11.60-9.46-9.265.9800.3080.3080.3830.2560.3180.1710.256-32.4532.45-2.05-1.2309.999.9912.43-7.78-9.67-5.20-7.787.7805.005.00-3.896.21-2.60-4.83-1.88-1.88-2.340.310.390.210.31-0.310-0.94-0.170.16-1.170.10-0.570.290.290.370.420.520.280.42-0.42012.4713.24-25.7330.44-11.25-10.12-9.105.8200.3080.3080.3830.2560.3180.1710.256-32.4532.45-2.05-1.2309.999.9912.43-7.78-9.67-5.20-7.787.7805.00-3.896.21-2.60-0.34-0.34-0.42-0.93-1.15-0.62-0.930.930-0.94-0.46-0.210.100.430.430.540.030.030.020.03-0.03014.1410.09-24.2629.77-13.28-5.80-10.737.450图3.6活载弯矩分配过程图3.7满跨活载作用下弯矩图（）图3.8满跨活载作用下的剪力、轴力（）满跨活载作用下AB跨梁端剪力表3-4层52.12.14.10—5.667.170.253.85—4.3548.42.116.38—24.1430.211.0115.37—17.3938.42.116.38—25.6230.290.7815.60—17.1628.42.116.38—25.7330.440.7915.59—17.1718.42.116.38—24.2629.770.9215.46—17.30满跨活载作用下BC跨梁端剪力表3-5层51.052.70.720.72—0.7245.402.73.653.65—3.6535.402.73.653.65—3.6525.402.73.653.65—3.6515.402.73.653.65—3.65层边柱A轴中柱B轴横梁端部压力纵梁端部压力柱轴力横梁端部压力纵梁端部压力柱轴力53.853.096.945.074.899.96415.378.8231.1321.0416.5147.51315.608.8255.5520.8116.5184.83215.598.8279.9620.8216.51122.16115.468.82104.2420.9516.51159.62满跨活载作用下柱轴力表3-63.3风荷载作用下框架的位移、内力计算3.3.1框架侧移风载作用下框架侧移表3-753.67.897.8992.320.092.3043.69.0416.9392.320.182.2133.68.2525.1892.320.272.0323.67.8633.0492.320.381.7614.58.8441.8830.401.381.383.3.2层间位移侧移（0.85为位移放大系数）相对位移3.3.3顶点侧移侧移相对位移满足要求。3.3.4水平风荷载作用下框架层间剪力，见图3.9图3.9水平风荷载作用下框架层间剪力各层柱反弯点位置表3-8层次柱别K5边柱1.244—0100.360.36中柱2.332—0100.420.424边柱1.24410100.410.41中柱2.33210100.450.453边柱1.24410100.460.46中柱2.33210100.500.502边柱1.244101.2500.500.50中柱2.332101.2500.500.501边柱1.9010.800—00.550.55中柱3.5630.800—00.550.55风荷载作用下框架柱剪力及柱端弯矩表3-9层次柱别53.67.8992.32边柱18.88—1.840.36—2.58—4.04中柱21.70—2.100.42—3.18—4.1643.616.9392.32边柱18.88—3.940.41—5.82—8.37中柱21.70—3.430.45—5.56—6.7933.625.1892.32边柱18.88—5.860.46—9.70—11.39中柱21.70—6.730.50—12.11—12.1123.633.0492.32边柱18.88—7.680.50—13.81—13.81中柱21.70—8.840.50—15.91—15.9114.541.8830.40边柱6.98—9.620.55—23.81—19.48中柱8.22—11.320.55—28.02—22.92风荷载作用下梁端、跨中弯矩和剪力表3-10层次柱别节点左右梁线刚度比边跨梁梁端弯矩中跨梁端弯矩风载下梁端剪力边跨梁跨中弯矩左梁右梁5边柱-2.58-4.040.004.04-1.01-1.02中柱-3.18-4.160.932.002.16-1.01-1.604边柱-5.82-8.370.0010.95-2.63-3.08中柱-5.56-6.790.934.805.17-2.63-3.833边柱-9.70-11.390.0017.21-4.29-4.35中柱-12.11-12.110.938.519.16-4.29-6.792边柱-13.81-13.810.0023.51-5.40-7.31中柱-15.91-15.910.938.8914.52-5.40-10.761边柱-23.81-19.480.0035.39-9.02-8.34中柱-28.02-22.920.9318.7120.12-9.02-14.96风荷载作用下柱轴力表3-11层次柱别风荷载作用下梁端剪力柱轴力5边柱—2.58—4.04—1.01—1.01中柱—3.18—4.16—1.01—1.60—0.594边柱—5.82—8.37—2.63—3.64中柱—5.56—6.79—2.63—3.83—1.793边柱—9.70—11.39—4.29—7.93中柱—12.11—12.11—4.29—6.79—4.292边柱—13.81—13.81—5.40—13.33中柱—15.91—15.91—5.40—10.76—9.651边柱—23.81—19.48—9.02—22.35中柱—28.02—22.92—9.02—14.96—15.59图3.10风荷载作用框架弯矩（）图3.11风荷载作用框架梁剪力、柱轴力3.4地震作用下框架的内力计算3.4.10.5（雪+活）重力荷载作用下横向框架的内力计算按《建筑抗震设计规范》,计算重力荷载代表值时，顶层取用雪荷载，其他各层取用活荷载。当雪荷载与活荷载相差不大时，可近似按满跨活荷载布置。横梁线荷载计算顶层横梁雪载：边跨中间跨二至五层横梁活荷载：边跨中间跨纵梁引起的端部附加弯矩顶层外纵梁：楼层外纵梁：顶层中纵梁：楼层中纵梁：计算简图图3.12固端弯矩固端弯矩（1）顶层横梁（2）二五层横梁不平衡弯矩弯矩分配计算根据所求出的梁端弯矩，再通过平衡条件，即可求出0.5（雪+活）作用下的梁剪力、柱轴力，计算过程见表3-12,3-13,3-14.0.5（雪+活）作用下AB跨梁端剪力标准值表3-12层50.632.161.23-1.431.500.011.22-1.2444.202.168.19-7.399.440.347.85-8.5334.202.168.19-7.929.460.267.93-8.4524.202.168.19-7.949.500.267.93-8.4514.202.168.19-7.489.310.317.88-8.500.5（雪+活）作用下BC跨梁端剪力标准值表3-13层50.412.70.280.28-0.2842.702.71.821.82-1.8232.702.71.821.82-1.8222.702.71.821.82-1.8212.702.71.821.82-1.8200.5（雪+活）作用下柱轴力标准值表3-14层边柱A轴中柱B轴横梁端部压力纵梁端部压力柱轴力横梁端部压力纵梁端部压力柱轴力51.220.661.881.521.242.7647.854.4114.1410.348.2621.3637.934.4126.4810.268.2639.8827.934.4138.8210.268.2658.4017.884.4151.1110.318.2676.97、上柱下柱右梁左梁上柱下柱右梁0.4450.5540.4270.2290.230-1.511.51-0.12-0.0900.670.84-0.59-0.32-0.320.3201.550.300.42-1.43-0.82-1.020.430.230.23-0.320-0.11-0.22-0.51-0.050.150.180.240.130.13-0.1301.43-1.431.50-1.44-0.08-0.2200.3080.3080.3830.2560.3180.1710.256-10.0510.05-1.03-0.6203.103.103.85-2.31-2.87-1.54-2.312.3100.341.55-1.151.92-0.16-1.43-0.22-0.22-0.28-0.08-0.11-0.06-0.080.080-0.41-0.30-0.04-0.140.120.040.230.230.29-0.01-0.010.00-0.010.0103.034.35-7.399.44-3.02-2.99-3.431.7800.3080.3080.3830.2560.3180.1710.256-10.0510.05-1.03-0.6203.103.103.85-2.31-2.87-1.54-2.312.3101.551.55-1.151.92-0.77-1.43-0.60-0.60-0.740.070.090.050.07-0.070-0.11-0.300.04-0.37-0.030.040.120.120.140.090.110.060.09-0.0904.053.86-7.929.46-3.47-2.82-3.181.5300.3080.3080.3830.2560.3180.1710.256-10.0510.05-1.03-0.6203.103.103.85-2.31-2.87-1.54-2.312.3101.551.55-1.151.92-0.77-1.43-0.60-0.60-0.740.070.090.050.07-0.070-0.30-0.060.04-0.370.02-0.180.100.100.120.140.170.090.14-0.1403.854.08-7.949.50-3.36-3.02-3.131.4800.3080.3080.3830.2560.3180.1710.256-10.0510.05-1.03-0.6203.103.103.85-2.31-2.87-1.54-2.312.3101.55-1.151.92-0.77-0.12-0.12-0.15-0.30-0.37-0.20-0.300.600-0.30-0.15-0.080.020.140.140.170.010.020.010.01-0.0104.363.11-7.489.31-3.97-1.73-3.622.280图3.130.5（雪+活）作用下计算过程图3.140.5（雪+活）作用下杆端弯矩图3.150.5（雪+活）作用下杆端柱轴力、梁剪力3.4.2地震作用下横向框架的内力计算地则作用下框架柱剪力及柱端弯矩计算过程见表，梁端弯矩计算过程见表，柱剪力和柱轴力计算过程见表，地震作用下框架弯矩见图，框架剪力、轴力见图。地震作用下横向框架柱剪力及柱端弯矩表3-15层层间剪力总剪力柱别5967.02967.02边柱18.881022.92-17.850.363.6-23.13-41.12中柱21.07-20.510.42-30.12-41.594959.371926.39边柱18.881022.92-35.560.413.6-52.48-75.52中柱21.07-40.870.45-64.28-78.573747.482673.87边柱18.881022.92-49.350.463.6-81.73-95.94中柱21.07-56.720.50-99.14-99.142535.603209.47边柱18.881022.92-59.350.503.6-106.63-106.63中柱21.07-68.080.50-118.99-118.991350.503559.97边柱6.98391.12-63.530.555.5-192.19-157.24中柱8.22-74.820.55-226.33-185.18地震作用下梁端弯矩表3-16层次柱别节点左右梁线刚度比边跨梁端弯矩中跨梁端弯地震作用下梁端剪力边跨梁跨中弯矩左梁右梁5边柱-23.13-41.120.0041.42-7.84-10.54中柱-30.12-41.590.9320.0421.54-7.84-14.374边柱-52.48-75.520.0098.72-19.37-23.17中柱-64.28-78.570.9352.3856.32-19.37-37.543边柱-81.73-95.940.00148.42-29.12-34.83中柱-99.14-99.140.9378.7584.68-29.12-56.452边柱-106.63-106.630.00188.36-37.62-41.63中柱-118.99-118.990.93105.11113.02-37.62-75.351边柱-192.19-157.240.00263.87-52.62-58.65中柱-226.33-185.180.93146.57157.60-52.62-105.07地震作用下梁端剪力、柱轴力表3-17层次柱别地震作用下梁端剪力柱轴力5边柱-23.13-41.12-7.84-7.84中柱-30.12-41.59-7.84-14.37-6.654边柱-52.48-75.52-19.37-27.21中柱-64.28-78.57-19.37-37.54-24.703边柱-81.73-95.94-29.12-56.33中柱-99.14-99.14-29.12-56.45-52.032边柱-106.63-106.63-37.62-95.95中柱-118.99-118.99-37.62-75.35-89.761边柱-192.19-157.24-52.62-146.57中柱-226.33-185.18-52.62-105.07-142.21图3.16地震作用框架弯矩图3.17地震作用框架剪力、轴力

第4章框架内力组合4.1荷载组合4.1.1无地震作用效应组合（一般荷载组合）对于一般的框架结构，基本组合可采用简化规则，取下列组合值中的最不利值：1.有可变荷载控制的组合(1)恒+任一活载：(2)恒+0.9（使用活荷载+风荷载）(3)由永久荷载效应控制的组合式中—永久荷载，具体取值为：1）当其效应对结构不利时，对有可变荷载效应控制的组合，应取1.2；对由永久荷载效应控制的组合，应取1.35；2）当其效应对其结构不利时，一般情况下应取1.0；对结构的倾覆、滑移或漂浮验算，应取0.9；—第i个可变荷载的分项系数，其中为可变荷载的分项系数，具体取值为：一般情况下应取1.4；对活荷载标准值大于4KN/㎡的工业房屋，分项系数应取1.3；对于某些特殊情况，可按建筑结构有关设计规范的规定确定；—按永久荷载标准值计算的荷载效应值；—按可变荷载标准值计算的荷载效应值，其中为诸多可变荷载效应中起控制作用者；—可变荷载的组合值系数，对于民用建筑楼面活荷载，除了书库、档案室、储藏室、通风及电梯机房取0.9，其余情况均取0.7；对于风荷载的组合系数取0.6；对于雪荷载的组合系数取0.7；n—参与组合的可变荷载数。4.1.2有地震作用效应组合有地震作用效应组合时，应按下式计算：第4章框架内力组合式中—结构构件内力组合的设计值，包括组合的弯矩、轴向力和剪力设计值；—重力荷载分项系数，一般情况应采用1.2，当重力荷载效应对构件承载能力有利时，不应大于1.0；、—分别为水平竖向地震作用分项系数；—风荷载分项系数，应采用1.4；—重力荷载代表值的效应，有吊车时，尚应包括悬吊物重力标准值的效应；—水平地震标准值的效应，尚应乘以相应的增大系数或调整系数；—竖向地震作用标准值的效应，尚应乘以相应的增大系数或调整系数；—风荷载标准值的效应；—风荷载组合值系数，一般结构取0.0，风荷载起控制作用的高层建筑应采用0.2。地震作用分项系数表4-1地震作用仅计算水平地震作用1.30仅计算竖向地震作用01.3同时计算水平与竖向地震作用1.30.5本章各内力组合时的单位及方向：柱的内力及梁的剪力仍沿用结构力学的规定：柱弯矩顺时针为正，逆时针为负；梁、柱轴力柱受压为正，受拉为负；梁、柱剪力顺时针为正，逆时针为负。梁的弯矩方向以下部受拉为正，上部受拉为负。4.2弯矩调幅在竖向荷载作用下可考虑框架梁端塑性变形产生的内力重分布，对梁端弯矩乘以调幅系数进行调幅，并应按下列规定：现浇框架梁端负弯矩调幅系数可取0.8～0.9，、：未调幅前梁左、右两端的弯矩。框架梁端负弯矩调幅后，梁跨中弯矩应按平衡条件相应增大，调幅后跨中弯矩按公式2-1或2-2计算：(2-1)（2-2）式中—调幅前梁跨中弯矩标准值；—按简支梁计算的跨中弯矩标准值；—弯矩调幅后梁跨中弯矩标准值。应先对竖向荷载作用下框架梁的弯矩进行调幅，在与水平作用产生的框架梁弯矩进行组合。截面设计时，框架梁跨中截面正弯矩设计值不应小于竖向荷载作用下按简支梁计算的跨中弯矩设计值得50%。由于对梁在竖向荷载作用下产生的支座弯矩进行了调幅，因此，其界限相对受压区高度应取0.35而不是。根据以上内力计算结果，即可进行各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端及跨中。柱每层有两个控制截面，即柱顶和柱底。本设计取=0.9对梁进行调幅，调幅计算过程见下表4-2所示弯矩调幅计算表4-2荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值恒载顶层AB-25.62-49.5951.790.9-23.06-44.6355.55BC-21.07-21.07-9.990.9-18.96-18.96-7.88五层AB-45.45-53.7639.480.9-40.90-48.3844.44BC-16.78-16.78-8.150.9-15.10-15.10-6.472四层AB-44.37-53.6440.080.9-39.93-48.2844.98BC-17.93-17.93-9.300.9-16.14-16.14-7.51三层AB-45.21-54.0239.480.9-40.69-48.6244.44BC-17.55-17.55-8.920.9-15.80-15.80-7.17二层AB-42.61-52.9041.330.9-38.35-47.6146.11BC-20.35-20.35-9.910.9-18.32-18.32-7.88活载顶层AB-5.66-7.17-1.580.9-5.10-6.45-0.94BC-1.15-1.150.150.9-1.04-1.040.27五层AB-24.14-30.21-4.770.9-21.73-27.19-2.05BC-9.94-9.946.660.9-8.95-8.957.65四层AB-25.62-30.29-3.980.9-23.06-27.26-1.18BC-9.26-9.265.980.9-8.33-8.336.91三层AB-25.73-30.44-3.840.9-23.16-27.40-1.03BC-9.10-9.105.820.9-8.19-8.196.73二层AB-24.26-26.77-4.920.9-21.83-24.10-2.37BC-10.73-10.737.450.9-9.66-9.668.520.5（雪载+活载）顶层AB-1.43-1.50-4.10.9-1.29-1.35-3.95BC-0.08-0.08-0.220.9-0.07-0.07-0.21五层AB-7.39-9.4422.340.9-6.65-8.5023.18BC-3.43-3.431.780.9-3.09-3.092.12四层AB-7.92-9.4623.110.9-7.13-8.5123.98BC-3.18-3.181.530.9-2.86-2.861.85三层AB-7.94-9.5023.130.9-7.15-8.5524.00BC-2.13-2.131.480.9-1.92-1.921.69二层AB-7.48-6.3122.520.9-6.73-5.6823.21BC-3.62-3.622.280.9-3.26-3.262.64横向框架梁内力组合（一般组合）(单位M:KN·m；V:KN)表4-3杆件跨向截面内力荷载种类内力组合恒载活载风载1.2恒+1.4活1.2恒+0.9×（1.4活+1.4风）1.35恒+活左风右风左风右风顶层横梁AB跨梁左端M-23.06-5.104.04-4.04-34.81-29.01-39.19-36.23V56.253.85-1.011.0172.8971.0873.6279.79跨中M55.55-0.941.02-1.0265.3466.7664.1974.05梁右端M-44.63-6.45-2.002.00-62.59-64.20-59.16-66.70V-63.91-4.35-1.011.01-82.78-83.45-80.90-90.63BC跨梁左端M-18.96-1.042.16-2.16-24.21-21.34-26.78-26.64V13.443.65-1.601.6021.2418.7122.7421.79跨中M-7.88-0.270.000.00-9.83-9.80-9.80-10.91梁右端M-18.96-1.04-2.162.16-24.21-26.78-21.34-26.64V-13.44-3.65-1.601.60-21.24-22.74-18.71-21.79五层横梁AB跨梁左端M-40.90-21.7310.95-10.95-79.50-62.66-90.26-76.95V47.6515.37-2.632.6378.7073.2379.8679.70跨中M44.44-2.053.08-3.0850.4654.6346.8657.94梁右端M-48.38-27.19-4.804.80-96.12-98.36-86.27-92.50V-50.43-17.39-2.632.63-84.86-85.74-79.11-85.47BC跨梁左端M-15.10-8.955.17-5.17-30.65-22.88-35.91-29.34V10.723.65-3.833.8317.9712.6422.2918.12跨中M-6.47-7.650.000.00-18.47-17.40-17.40-16.38梁右端M-15.10-8.95-5.175.17-30.65-35.91-22.88-29.34V-10.72-3.65-3.833.83-17.97-22.29-12.64-18.12续表杆件跨向截面内力荷载种类内力组合恒载活载风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风四层横梁AB跨梁左端M-39.93-23.0617.21-17.21-80.20-55.29-98.66-76.97V47.4915.60-4.294.2978.8371.2482.0579.71跨中M44.98-1.184.35-4.3552.3257.9747.0159.54梁右端M-48.28-27.26-8.518.51-96.10-103.01-81.56-92.44V-50.59-17.16-4.294.29-84.73-87.74-76.92-85.46BC跨梁左端M-16.14-8.339.16-9.16-31.03-18.32-41.41-30.12V10.723.65-6.936.9317.978.7326.1918.12跨中M-7.51-6.910.000.00-18.69-17.72-17.72-17.05梁右端M-16.14-8.33-9.169.16-31.03-41.41-18.32-30.12V-10.72-3.65-6.936.93-17.97-26.19-8.73-18.12三层横梁AB跨梁左端M-40.69-23.1623.51-23.51-81.25-48.39-107.63-78.09V47.5715.59-5.405.4078.9169.9283.5379.81跨中M44.44-1.037.31-7.3151.8961.2442.8258.96梁右端M-48.62-27.40-8.898.89-96.70-104.07-81.67-93.04V-50.51-17.17-5.405.40-84.65-89.05-75.44-85.36BC跨梁左端M-15.80-8.1914.52-14.52-30.43-10.98-47.57-29.52V10.723.65-13.3313.3317.970.6734.2618.12跨中M-7.176.730.000.000.82-0.12-0.12-2.95梁右端M-15.80-8.19-14.5214.52-30.43-47.57-10.98-29.52V-10.72-3.65-13.3313.33-17.97-34.26-0.67-18.12续表杆件跨向截面内力荷载种类内力组合恒载活载风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风二层横梁AB跨梁左端M-38.35-21.8335.39-35.39-76.58-28.93-118.12-73.60V47.3215.46-9.029.0278.4364.9087.6379.34跨中M46.11-2.378.34-8.3452.0162.8541.8459.88梁右端M-47.61-24.10-18.7118.71-90.87-111.07-63.92-88.37V-50.76-17.30-9.029.02-85.13-94.08-71.34-85.83BC跨梁左端M-18.32-9.6620.12-20.12-35.51-8.80-59.51-34.39V10.723.65-22.3522.3517.97-10.7045.6218.12跨中M-7.888.520.000.002.471.281.28-2.12梁右端M-18.32-9.66-20.1220.12-35.51-59.51-8.80-34.39V-10.72-3.65-22.35.22.35.-17.97-45.6210.70-18.12横向框架梁内力组合（考虑地震组合）(单位M:KN·m；V:KN)表4-4杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2〔恒+0.5（雪+活）〕+1.3地震作用向左向右向左向右顶层横梁AB跨梁左端M-23.06-1.2941.12-41.1224.24-82.68V56.251.22-7.847.8458.7779.16跨中M55.55-3.9510.54-10.5475.6248.22梁右端M-44.63-1.35-20.0420.04-81.23-29.12V-63.91-1.24-7.847.84-88.37-67.99BC跨梁左端M-18.96-0.0721.54-21.545.17-50.84V13.440.28-14.3714.37-2.2235.15跨中M-7.88-0.210.000.00-9.71-9.71梁右端M-18.96-0.07-21.5421.54-50.845.17V-13.44-0.28-14.3714.37-35.152.22五层横梁AB跨梁左端M-40.90-6.6598.72-98.7271.28-185.40V47.657.85-19.3719.3741.4291.78跨中M44.4423.1823.17-23.17111.2751.02梁右端M-48.38-8.50-52.3852.38-136.35-0.16V-50.43-8.53-19.3719.37-95.93-45.57BC跨梁左端M-15.10-3.0937.54-37.5426.97-70.63V10.721.82-56.3256.32-58.1788.26跨中M-6.472.210.000.00-5.11-5.11梁右端M-15.10-3.09-37.5437.54-70.6326.97V-10.72-1.82-56.3256.32-88.2658.17四层横梁AB跨梁左端M-39.93-7.13148.42-148.42136.47-249.42V47.497.93-29.1229.1228.65104.36跨中M44.9823.9834.83-34.83128.0337.47梁右端M-48.28-8.51-78.7378.73-170.5034.20V-50.59-8.45-29.1229.12-108.70-32.99BC跨梁左端M-16.14-2.8656.45-56.4550.59-96.19V10.721.82-84.6884.68-95.04125.13跨中M-7.511.850.000.00-6.79-6.79梁右端M-16.14-2.86-56.4556.45-96.1950.59V-10.72-1.82-84.6884.68-125.1395.04续表三层横梁AB跨梁左端M-40.69-7.15188.36-188.36187.46-302.28V47.577.93-37.6237.6217.69115.51跨中M44.4424.0041.63-41.63136.2528.01梁右端M-48.62-8.55-105.11105.11-205.2568.04V-50.51-8.45-37.6237.62-119.66-21.85BC跨梁左端M-15.80-1.92113.02-113.02125.66-168.19V10.721.82-75.3575.35-82.91113.00跨中M-7.171.690.000.00-6.58-6.58梁右端M-15.80-1.92-113.02113.02-168.19125.66V-10.72-1.82-75.3575.35-113.0082.91二层横梁AB跨梁左端M-38.35-6.73263.87-263.87288.94-397.13V47.327.88-52.6252.62-2.17134.65跨中M46.1123.2158.65-58.65159.436.94梁右端M-47.61-5.68-146.57146.57-254.49126.59V-50.76-8.50-52.6252.62-139.52-2.71BC跨梁左端M-18.32-3.26157.60-157.60178.98-230.78V10.721.82-105.07105.07-121.54151.64跨中M-7.882.640.000.00-6.29-6.29梁右端M-18.32-3.26-157.60157.60-230.78178.98V-10.72-1.82-105.07105.07-151.64121.54横向框架柱内力组合（一般组合）(单位M:KN·m；V:KN)表4-5杆件跨向截面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载满跨活荷载风荷载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风顶层柱A柱柱顶M25.575.66-4.044.0438.6132.7342.9140.1842.9132.7340.18N110.096.94-1.011.01141.82139.58142.13155.56142.13139.58155.56柱底M23.9110.19-2.582.5842.9638.2844.7842.4744.7838.2842.47N132.596.94-1.011.01168.82166.58169.13185.94169.13166.58185.94B柱柱顶M-21.58-5.56-4.164.16-33.68-38.14-27.66-34.69-38.14-38.14-34.69N134.399.96-0.590.59175.21173.07174.56191.39173.07173.07191.39柱底M-21.56-10.39-3.183.18-40.42-42.97-34.96-39.50-42.97