【新城中心商业办公楼建筑结构设计6000字】

楼层地震作用（kN）地震作用下楼层剪力图（kN）(4)1～5层最小剪力的验算1～5层最小值验算表层数Vi/Gi//5层201.2559301.6145.864层396.63511086.2316.783层541.85511086.2510.82层644.52511086.2679.551层697.74511083.5869.38（5）各个楼层的变形验算层数层间剪力（kN）层间刚度Di（104kN/m）层高（×10-4）5层201.255159.330.001263.37.814层396.635159.330.002493.38.313层541.855159.330.003403.38.702层644.525159.330.004053.38.971层697.745122.770.005683.99.15对框架构件进行内力计算3.1.1竖向荷载作用下进行弯矩的计算对结构左梁，右梁，上柱，下柱进行弯矩计算，在计算结构各个梁或柱时通常选用分层法计算弯矩。在竖向荷载作用下，等高柱的框架结构，通过计算得出框架左梁，右梁，上柱，下柱各个节点端部的弯矩。经过计算弯矩绘制出弯矩分配图。如下所示，为恒荷载作用下的弯矩分配图。顶层活荷载作用下的弯矩分配图。2～4层活荷载作用下的弯矩分配图.1层活荷载作用下的弯矩分配图和恒荷载作用下的弯矩图。恒载作用下的弯矩分配图顶层活荷载作用下的弯矩分配图2～4层活荷载作用下的弯矩分配图1层活荷载作用下的弯矩分配图

恒荷载作用下的弯矩图3.1.2构架的内力计算结构构架的内力计算，通过各层构架跨的剪力计算得出，分别要计算出恒荷载作用下AB跨,BD跨由荷载带来的剪力，AB跨,BD跨由弯矩带来的剪力，AB跨,BD跨总剪力。和活荷载作用下AB跨,BD跨由荷载带来的剪力，AB跨,BD跨由弯矩带来的剪力，AB跨,BD跨总剪力。每层中荷载带来的剪力，AB跨中两端剪力相等，BD跨中两端剪力相等。每层中弯矩带来的剪力，AB跨中两端剪力值为正负关系，BD跨中两端剪力相等。总剪力值计算中AB跨中两端剪力值不相等，BD跨中两端剪力相等。具体计算如下图。层数荷载引起的剪力（kN）弯矩引起的剪力（kN）总剪力（kN）AB跨BD跨AB跨BD跨AB跨BD跨VA=VbVb=VDVAVbVB=VDVAVbVb=VD5层65.857.69-0.9210.921064.92967.957.914层65.857.69-0.9210.921064.92967.957.913层65.857.69-0.9210.921064.92967.957.912层65.857.69-0.9210.921064.92966.217.911层65.857.69-1.181.18064.6768.217.91恒荷载作用下梁端的剪力表层数荷载引起的剪力（kN）弯矩引起的剪力（kN）总剪力（kN）AB跨BD跨AB跨BD跨AB跨BD跨VA=VbVb=VDVAVbVb=VDVAVbVb=VD5层22.627.35-0.490.49021.8822.766.854层22.627.35-0.490.49021.8822.766.853层22.627.35-0.490.49021.8822.766.852层22.627.35-0.320.32021.9622.686.851层22.627.35-0.650.65021.5622.956.85活荷载作用下的梁端的剪力表Ps：在竖向荷载的作用下，构件内力计算时，梁端内力的计算值其正负号选择为：弯矩下册受压时为正号，弯矩上侧受压时为负号，剪力方向向上为正号，向下为负号。3.2.风荷载作用下进行内力的计算3.2.1。风荷载作用下对框架结构进行内力计算通过《工程荷载与结构设计方法》中可得，一榀框架在风荷载作用下的计算内力，通常可以采用D值法来进行计算。在计算内力的时候，将风荷载作用转化为框架节点上的集中力。因此在计算风荷载作用下框架弯矩和剪力时要计算各个柱端，各个梁端的弯矩。根据上述，计算出风荷载作用下A（E）轴框架柱端的弯矩。层数(kN)(kN)(kN·m)(kN·m)5层149.280.1724.91.8046.2146.214层166.330.1728.791.8051.5851.583层183.690.1730.651.8056.8256.822层196.550.1733.871.8060.2860.281层213.820.0817.283.4535.8835.88风荷载作用下A（E）轴框架柱端的弯矩计算图层数(kN)(kN)(kN·m)(kN·m)5层149.280.3351.081.8091.1591.154层166.330.3354.021.8099.6899.683层183.690.3361.551.80108.86108.862层196.550.3366.431.80117.56117.561层213.820.1125.822.7566.8766.87风荷载作用下B（D）轴框架柱端的弯矩计算图3.3.地震作用下进行的内力计算3.3.1边柱的弯矩计算各层边柱的柱端弯矩计算需要计算出柱端和柱底的弯矩值，具体计算如下图所示：层数层高层间剪力层间刚度边柱5层3.31783.561.16133.360.5059.2859.284层3.31895.261.16135.420.5062.5762.573层3.31992.351.16137.280.5065.2565.252层3.32047.321.16138.140.5067.4567.451层3.93021.580.6218.840.6337.2865.45边柱柱端弯矩图层数层高层间剪力层间刚度中柱5层3.31783.562.25664.560.50115.56115.564层3.31895.262.25668.670.50124.84124.843层3.31992.352.25672.250.50128.62128.622层3.32047.322.25674.680.50133.09133.091层3.93021.580.85026.880.5069.8769.87中柱柱端弯矩图3.3.2.在梁端上对弯矩、剪力、柱轴力的计算在梁端上，AB跨和BD跨各层弯矩计算分为左端弯矩和右端弯矩，还有AB跨和BD跨的剪力计算和柱轴力计算。在计算中，每跨上计算两端弯矩、剪力、柱轴力时可以采用公式：层数AB跨BD跨柱轴力5层64.85112.7828.92112.78112.0893.21-145.28-273.654层121.55120.3238.51120.33119.8399.75-183.22-334.573层127.57126.6141.16126.52126.09106.21-223.56-397.522层131.56131.4643.16131.27131.23110.32-265.29-466.271层105.97101.7233.89102.85102.4384.94-298.81-517.52梁端弯矩、剪力、柱轴力表通过上述地震作用下的内力计算，得出水平地震作用各层各个节点的弯矩，剪力和柱轴力，可以绘制出框架弯矩图和框架剪力、柱轴力图框架弯矩图梁端剪力和柱轴力图内力进行组合计算钢结构的内力组合计算是根据计算风荷载，地震作用，竖向荷载情况下框架内力的计算后，选取最不利组合的原理进行组合计算。在内力进行组合计算时，在恒荷载作用下，查取相关规范，规定要对梁端负弯矩进行调整幅度，调幅系数为0.8。在进行梁端负弯矩调整后，梁端负弯矩减小后，按照平衡条件计算调幅以后的跨中弯矩值。调整之后，梁的跨中部分正弯矩应当按照简支梁计算出的跨中弯矩值1/2选取。在活荷载作用下，查阅规范可知计算弯矩可采用将荷载布置在满跨上的方法，对梁端负弯矩进行调整幅度，调幅系数为0.8，当梁端负弯矩变小后，也是按照平衡条件计算调幅以后的跨中弯矩值。但是在采用将荷载布置在满跨上的方法时，计算得出的梁跨中弯矩值比用最不利荷载法计算出的结果小，所以要对跨中弯矩乘1.2，使其数值变大。在调整后梁的跨中正弯矩值应当按照简支梁计算出的跨中弯矩值1/2选取。分别考虑恒荷载和活荷载在可变荷载效应控制组合和永久荷载效应控制组合，进行比较，并且取最不利的一组。4.1，工程内力组合需要考虑的组合4.1.1.不考虑地震作用（1）S=1.2+1.4（2）S=1.35+0.98(3)S=1.2+1.26(+)4.1.2.考虑地震作用S=1.2(+0.5)±1.3新城中心商业办公楼建筑结构设计PAGEPAGE107楼层截面位置内力恒载活载地震作用风荷载作用无震组合有震组合1.2+1.41.35+0.98S=1.2+1.26(+)1.2(+0.5)±1.3五层A右M-51.68-17.5264.2886.25-86.42-86.0626.32-191.0512.82-155.78V63.2823.5228.6428.56108.25108.0270.92139.1253.52125.92B左M-59.33-21.29-111.24-85.28-99.65-99.72-202.8212.38-224.8562.52V66.5424.8728.5228.65112.82112.01143.1674.98129.2557.34B右M-23.55-8.42111.3684.92-39.56-39.7570.25-144.28112.85-176.45V9.328.2993.0271.5621.5619.21-70.58189.32-106.78134.92跨中M36.8713.180.000.0060.2860.43159.26158.5124.8276.59V15.685.920.000.0024.6224.92127.92127.92117.82117.82框架梁五层内力组合表楼层截面位置内力恒载活载地震作用风荷载作用无震组合有震组合1.2+1.41.35+0.98S=1.2+1.26(+)1.2(+0.5)±1.3四层A右M-51.68-17.5297.28121.56-86.42-86.0639.78-205.8586.25-228.78V63.2823.5231.5238.45108.25108.0266.85143.2840.36139.28B左M-59.33-21.29-96.25-119.48-99.65-99.72-216.2825.69-237.5672.45V66.5424.8731.5438.29112.82112.01147.2570.24142.4844.52B右M-23.55-8.4296.27119.48-39.56-39.7583.95-157.26123.56-186.56V9.328.2980.2599.5821.5619.21-81.29120.78-114.85142.56跨中M36.8713.180.000.0060.2860.43173.25171.2597.2886.78V15.685.920.000.0024.6224.92141.58141.58128.68128.79框架梁四层内力组合表楼层截面位置内力恒载活载地震作用风荷载作用无震组合有震组合1.2+1.41.35+0.98S=1.2+1.26(+)1.2(+0.5)±1.3三层A右M-51.68-17.52107.25127.92-86.42-86.0651.67-217.6894.86-237.45V63.2823.5234.5441.28108.25108.0262.92147.2937.56141.52B左M-59.33-21.29-105.28-126.78-99.65-99.72-228.1637.26-245.7881.48V66.5424.8734.5741.28112.82112.01151.2666.48145.9851.45B右M-23.55-8.42105.29126.78-39.56-39.7595.37-169.25131.68-195.45V9.328.2988.86105.2821.5619.21-91.54130.59-122.69149.58跨中M36.8713.180.000.0060.2860.43185.59183.56106.4595.18V15.685.920.000.0024.6224.92153.18153.89137.62137.59框架梁三层内力表楼层截面位置内力恒载活载地震作用风荷载作用无震组合有震组合1.2+1.41.35+0.98S=1.2+1.26(+)1.2(+0.5)±1.3二层A右M-53.15-19.07116.27132.85-89.57-89.7460.24-231.4898.45-246.78V63.8923.7237.5842.26108.24108.2759.48150.9036.78144.09B左M-60.45-21.07-114.89-130.74-100.72-101.47-240.4747.18-253.1584.20V65.4824.8237.5842.87112.40111.52154.0763.29147.2539.48B右M-23.48-8.94114.89130.47-38.47-38.25107.48-180.45138.52-201.54V9.278.4795.29109.1621.0919.45-100.78139.58-127.54156.38跨中M36.7813.480.000.0061.4761.72197.45195.78111.45100.48V15.625.890.000.0024.5824.08164.27164.28143.78143.70框架梁二层内力表楼层截面位置内力恒载活载地震作用风荷载作用无震组合有震组合1.2+1.41.35+0.98S=1.2+1.26(+)1.2(+0.5)±1.3一层A右M-47.38-16.7096.08104.58-78.62-79.3545.72-196.3470.56-200.57V63.1823.1930.2933.48107.45107.2866.52141.5246.85131.45B左M-58.29-20.47-93.54-101.80-97.80-98.09-211.0822.92-212.5450.59V66.2814.7030.2933.48113.81103.28147.2672.65136.8551.26B右M-28.59-10.2593.54101.80-47.32-47.2572.65-161.4893.24-170.25V9.458.4977.3884.7221.6819.29-78.26117.56-95.09124.56跨中M35.2913.250.000.0059.6159.69170.56166.8481.2664.29V18.274.580.000.0029.6830.31141.56141.4599.5899.56框架梁一层内力表4.1.3.柱的内力组合楼层截面位置内力恒载活载地震作用风荷载作用无震组合有震组合1.2+1.41.35+0.98S=1.2+1.26(+)1.2(+0.5)±1.3五层柱顶M-47.38-16.7096.08104.58-78.62-79.3545.72-196.3470.56-200.57V63.1823.1930.2933.48107.45107.2866.52141.5246.85131.45柱底M-58.29-20.47-93.54-101.80-97.80-98.09-211.0822.92-212.5450.59V66.2814.7030.2933.48113.81103.28147.2672.65136.8551.26四层柱顶M-28.59-10.2593.54101.80-47.32-47.2572.65-161.4893.24-170.25V9.458.4977.3884.7221.6819.29-78.26117.56-95.09124.56柱底M35.2913.250.000.0059.6