计算书一二四

2.3风荷载标准值计算作用在楼层处集中风荷载标准值为=1\*GB3①珠海地区基本风压值，但在计算高层房屋时《规范》规定应在《建筑结构规范》基本风压值的基础上提高10%，故基本风压应按计算。风荷载体型系数近似按矩形平面取，则：风压高度系数---建筑地点位于城市郊区，所以按B类粗糙度查取：体系的自振周期T按《规范》建议公式：>0.25s，应考虑风压脉动对结构发生顺风向风振的影响，由，查《建筑结构荷载规格》得：，。则可以按求得各楼层标高处的风振系数。集中风荷载标准值计算见表集中风荷载标准值计算表12层高（m）B(m)1237.237.71.521.411.315.62.513.154.65123.341133.934.41.481.381.315.62.3933.85111.85123.341030.931.41.431.361.315.62.283.35106.70235.19927.928.41.391.331.315.62.162.87101.09341.89824.925.41.341.311.315.62.052.4495.94442.98721.922.41.291.281.315.61.932.0290.32538.92618.919.41.231.251.315.61.81.6384.24629.24515.916.41.161.231.315.61.671.2878.16713.48412.913.41.081.21.315.61.520.9571.14791.6439.910.41.01.161.315.61.360.6663.65862.7826.97.41.01.111.315.61.30.4560.65926.4313.94.41.01.061.315.61.243.450.2960.84987.2734.4466.741054.011将楼层集中力按基底弯矩折算成三角形荷载：2.4地震作用计算（1）计算简图框架-剪力墙结构的内力分为两步：先将各单榀框架合并成框架，将各单片剪力墙合并成总剪力墙，将各根连梁合并成总连梁，对总框架、总剪力墙和总连梁体系进行协同工作分析，求出他们各自承担的内力；然后按刚度比将总框架的内力分配给每榀框架，将总剪力墙的内力分配给每片剪力墙，将总连梁的内力分配给没根连梁。在进行协同工作分析时，如果框架与剪力墙是通过楼板链接，由于假定楼板在自身平面内的刚度为无限大，而在其平面外的刚度为零，因此，它对各平面结构不产生约束弯矩，可以简化为铰接连杆，协同工作的计算简图如图所示。如果框架和剪力墙是通过连梁相连接，则连梁与剪力墙相连端宜视为刚接。连梁对框架柱的约束将反映在柱的D值中，连梁与框架柱相连端仍可视为铰接。连梁两端均为铰接的计算简图计算较为简单，本设计蚕蛹这种计算简图计算。图铰接体系（2）各层重力荷载代表值G底层重力荷载代表值G1计算表13项目单位面积重量（KN.m）面积()单位长度重量（KN/m）长度(m)重量(KN)外墙0.2*18++0.5++0.366=4.44666.69297.44内隔墙0.2*9.88+0.336*2==2.688166.73446.84门窗0.2/0.33560.69/445.51128.07楼板4.33281.461218.722楼梯间4.33*1..2=5..213.3269.26梁2.7489.7245.782.2128.4282.48柱9.1250.05456.4611.415.4175.5613.687.7105.349.1226.95245.781.7835.34栏杆4.212226.31剪力墙0.2*2.55=0.5538.85519.43活载2281.46562.92注：楼梯间楼面自重近视取一般楼面自重的1.2倍；G1=297.44+446.84+28.07+1218.72+69.26+245.78+282.48+456.46+175.56+105.34+245.78+5.34+26.21+19.43+562.92=3904.17KN(设计值为5465.84)2~~11层重力荷载代表值计算表14项目单位面积重量（KN.m）面积()单位长度重量（KN/m）长度(m)重量(KN)外墙4.4680.29358.09内隔墙2.68143.23383.86门窗0.2/0.33556.49/447.31127.86楼板4.33268.51162.611楼梯间5.213.3269.26梁2.7488.3241.942.2123.2271.04柱9.1239355.6811.412136.813.68682.089.1221191.52栏杆4.212292.62剪力墙0.523.4611.73活载2268.5537注：楼梯间楼面自重近视取一般楼面自重的1.2倍；G2~G7=358.09+383.86+27.86+1162.61+69.26+241.94+271.04+355.68+136.8+82.08+191.52+92.62+11.73+537=3653.59KN(设计值为5115.03KN)顶层重力荷载代表值计算表15项目单位面积重量（KN.m）面积()单位长度重量（KN/m）长度(m)重量(KN)外墙4.46101.1655451.2内隔墙2.68168.91452.68门窗0.2/0.33556.49/447.31127.86楼板4.33268.51162.611楼梯间5.213.3269.26梁2.7488.3241.942.2123.2271.04柱9.1242.9391.2511.413.2150.4813.686.690.299.1223.1210.67栏杆4.212292.62剪力墙0.526.0713.04活载2268.5537屋面板5.38378.292035.2天沟2.683.5778.6280.6屋面活载0.5378.29189.1455注:G8=451.2+452.68+27.86+1162.61+69.26+241.94+271.04+391.25+150.48+90.29+210.67+92.62+13.04+537+2035.2+280.6+189.145=6398.39KN（设计值为7678.07KN）图各层重力荷载代表值楼层各质点水平地震作用计算见表楼层各质点水平地震作用计算表16层次（m）（m）（KN）（KN.m）（KN）（KN）123.337.76398.399241219..30.236683.26683.2625.7611334.43653.599125683..50.123221.8905.067.6310331.43653.599114722..70.112201.971107.0336.349328.43653.5991037620.102183.931290.9665.228325.43653.59992801.220.091164.11455.0664.177322.43653.599818400.08144.261599.3223.236319.43653.59970879.660.069124.431723.7552.415316.43653.59959918.990.059106.391830.1441.744313.43653.599489580.04886.561916.71.163310.43653.59937997.330.03766.721983.4220.69237.43653.59927036.660.02646.892030.3110.3514.44.43904.17717178.330.01730.662060.9770.1337.746838.5510219977.51.0001803.258.83将楼层集中力按基底弯矩折算成三角形荷载：2.6风荷载作用下结构协同工作计算及水平位移验算（1）由值及荷载类型查图表计算由于不考虑连梁约束刚度Cb影响时，计算结构内力、位移所用的值与计算地震力时相同，取=0.5，倒三角形荷载作用下结构内力计算见表倒三角形荷载作用下结构内力计算表17层次标高X（m）1237.7100-0.056-0.0770.0560.0771134.40.9120.0040.130.1120.150.0560.0771031.40.8320.00250.880.250.340.0560.077928.40.7530.0632.180.3780.520.0550.076825.40.6730.1153.950.4910.970.0540.074722.40.5940.186.20.5950.820.0520.072619.40.5140.258.820.6850.940.0490.062516.40.4350.34311.820.7651.050.0450.068413.40.35540.43915.130.8341.140.040.055310.40.2750.54218.650.891.220.0340.04627.40.1960.65122.430.9361.280.0260.03514.40.1160.76426.320.971.330.0160.0220000.93732.2811.3700注：；；(2)结构总内力计算汇总结构总内力计算汇总表18层次总剪力墙总框架120-0.0770.077110.130.150.077100.880.340.07792.180.520.07683.950.670.07476.20.820.07268.820.940.068511.821.050.062415.131.140.055318.651.220.046222.431.280.035126.321.330.022032.281.370注：各层总框架柱剪力应由上、下层处(3)位移计算位移计算表19层次1237.710.91116.671.971134.40.91246670.80314.71.771031.40.83289910.70612.931.78928.40.75331160.60911.151.74825.40.6737440.5149.411.71722.40.59416640.4217.711.61619.40.51458890.3336.11.52516.40.43501130.254.581.37413.40.35543380.1753.211.18310.40.27586620.1112.030.9627.40.19628860.0591.070.6714.40.11671110.0220.40.4注:倒三角形荷载作用下；层间最大相对位移，满足要求。2.9地震作用下结构协同工作计算及水平位移验算（1）由值及荷载类型查图表计算由于不考虑连梁约束刚度Cb影响时，计算结构内力、位移所用的值与计算地震力时相同，取=0.5，倒三角形荷载作用下结构内力计算见表倒三角形荷载作用下结构内力计算表20层次标高X（m）1237.7100-0.056-0.130.0560.131134.40.9120.0040.240.1120.260.0560.131031.40.8320.0251.470.250.590.0560.13928.40.7530.0633.710.3780.880.0550.13825.40.6730.1156.770.4911.150.0540.13722.40.5940.1810.590.5951.390.0520.12619.40.5140.2515.060.6851.600.0490.11516.40.4350.34320.180.7651.790.0450.11413.40.35540.43925.830.8341.960.040.09310.40.2750.54231.890.892.080.0340.0827.40.1960.65138.300.9362.20.0260.0614.40.1160.76444.950.972.270.0160.040000.93755.1212.3400注：；；(2)结构总内力计算汇总结构总内力计算汇总表21层次总剪力墙总框架120-0.130.13110.240.260.13101.470.590.1393.710.880.1386.771.150.13710.591.390.12615.061.600.11520.181.790.11425.831.960.09331.892.080.08238.302.20.06144.952.270.04055.122.340注：各层总框架柱剪力应由上、下层处(3)位移计算位移计算表22层次1237.710.91128.43.351134.40.91246670.80325.053.021031.40.83289910.70622.033.03928.40.75331160.60919.002.96825.40.6737440.51416.042.90722.40.59416640.42113.142.75619.40.51458890.33310.392.59516.40.43501130.257.82.34413.40.35543380.1755.462.00310.40.27586620.1113.461.6227.40.19628860.0591.841.1514.40.11671110.0220.690.69注:倒三角形荷载作用下；层间最大相对位移，满足要求。2.8刚重比及剪重比验算（1）刚重比验算由表18-表21的比较可见，地震作用下的侧移较大，应对地震作用下的刚重比进行验算。倒三角形荷载下，q=124.18KN/m,u=0.0284m,H=37.3m等效侧向刚度：对刚重比验算（重力荷载设计值）不考虑重力二阶效应影响（2）剪重比验算各层剪重比见表各层剪重比表23层次126398.3996398.399683.260.1067886113653.59910051.998905.060.0900338103653.59913705.5571107.0330.080777293653.59917359.1161290.9660.074366883653.59921012.7751455.0660.069244773653.59924666.3341599.3220.064833863653.59928319.9931723.7550.060866753653.59931973.5521830.1440.057233943653.59935627.1111916.70.053799933653.59939280.771983.4220.050499323653.59942934.2292030.3110.047288913904.17746838.4462060.9770.0440002由表23可见，各层的剪重比均大于0.016，满足对剪重比的要求2.9风荷载作用下的内力在剪力墙上的分配H=37.7m<50m,H/B=37.7/15.6=2.42<4剪力墙计算，第j层第i个墙肢的内力为：剪力；弯矩每层含有剪力墙，每片剪力墙的剪力和弯矩为：XSW-1,;XSW-2,;XSW-3,;风荷载作用下的剪力和弯矩在剪力墙下的分配表24层次XSW-1XSW-2XSW-3120-0.0770-0.0710-0.0050-8E-04110.130.150.11960.1380.00910.01050.00130.0015100.880.340.80960.31280.06160.02380.00880.003492.180.522.00560.47840.15260.03640.02180.005283.950.973.6340.89240.27650.06790.03950.009776.20.825.7040.75440.4340.05740.0620.008268.820.948.11440.86480.61740.06580.08820.0094511.821.0510.8740.9660.82740.07350.11820.0105415.131.1413.921.04881.05910.07980.15130.0114318.651.2217.1581.12241.30550.08540.18650.0122222.431.2820.6361.17761.57010.08960.22430.0128126.321.3324.2141.22361.84240.09310.26320.0133032.281.3729.6981.26042.25960.09590.32280.01372.10风荷载作用下框架内力计算框架风荷载剪力Vi在各框架柱间分配（去2轴一榀横向框架）框架剪力调整：当Vf<0.2时，取Vf=min{Vf=1.5Vmax;Vf=0.20};当Vf>0.2时，不必调整框架中1—12层Vf<0.2*1370.29=274.058，故要调增又1.2Vmax=1.5*77=115.5Vf=min{115.25,274.06}=115.15KN第j层第m柱所分配剪力Vmin=框架柱反弯点位置确定见表25框架柱A/2,D/2,G/2反弯点位置确定表25层次A/22D/22G/2120.0560.3000.025-0.2750.3220.15000.0250.1750.085-0.3000.025-0.275110.102-0.100.0250-0.0750.5850.400.02500.4250.142-0.100.0250-0.075100.1020.050000.050.5850.40000.40.1420.050000.0590.1020.150000.150.5850.450000.450.1420.150000.1580.1020.250000.250.5850.450000.450.1420.250000.2570.1020.30000.30.5850.450000.450.1420.30000.360.1020.350000.350.5850.450000.450.1420.350000.3550.1020.350000.350.5850.50000.50.1420.350000.3540.1020.550000.550.5850.50000.50.1420.550000.5530.1020.650000.650.5850.50000.50.1420.650000.6520.1020.700-0.1250.5750.5850.5500-0.050.50.1420.700-0.1250.57510.1491.350-0.7500.60.8590.650-0.02500.6250.2081.050-0.0501注：=+++框架柱节点弯矩分配如图图框架柱节节点弯矩分分配风荷载作用下框框架A,G柱剪力力和柱弯矩矩标准值表26柱层次h（m）V（KN）∑D（KN/m）D（KN/m）V（KN）（m）（KN.m）（KN.m）（KN.m）A柱123.3115.529715165722.5545-0.9110.754-2.3258.4298113115.5617609158762.969-0.2259.575-0.6688.907103115.5617609158762.9690.158.46160.44538.90793115.5617609158762.9690.457.57091.3368.90783115.5617609158762.9690.756.68022.22678.90773115.5617609158762.9690.96.23492.67218.90763115.5617609158762.9691.055.78953.11748.90753115.5617609158762.9691.055.78953.11748.90743115.5617609158762.9691.554.3054.60198.90733115.5617609158762.9691.953.11745.78958.90723115.5617609158762.9691.73.85975.04738.90714.4115.5696320310175.14492.649.054913.58222.637G柱123.3115.5297151114444.4481883-0.9118.726885-4.04788514.679113115.5617609271575.0786772-0.22516.378772-1.1427715.236002103115.5617609271575.07867720.1514.4742220.761800115.23600293115.5617609271575.07867720.4512.9506612.285400215.23600283115.5617609271575.07867720.7511.4270013.809000415.23600273115.5617609271575.07867720.910.6652214.570800515.23600263115.5617609271575.07867721.059.9034115.332600615.23600253115.5617609271575.07867721.059.9034115.332600615.23600243115.5617609271575.07867721.557.36407747.871944215.23600233115.5617609271575.07867721.955.33260069.90341115.23600223115.5617609271575.07867721.76.60227748.633744215.23600214.4115.5696320412466.84155574.4030.10288530.102885注：风荷载作用下框框架D柱剪力和和柱弯矩标标准值表27柱层次h（m）V（KN）∑D（KN/m）D（KN/m）V（KN）（m）（KN.m）（KN.m）（KN.m）（KN.m）（KN.m）D柱123.3115.529715166992.60384430.587.08245521.51022298.59268812.74965585.8430223113115.5617609325446.08610031.2810.468117.790211218.2583315.842655912.415665103115.5617609325446.08610031.210.9549997.303322418.2583315.842655912.41566593115.5617609325446.08610031.3510.0420078.216233918.2583315.842655912.41566583115.5617609325446.08610031.3510.0420078.216233918.2583315.842655912.41566573115.5617609325446.08610031.3510.0420078.216233918.2583315.842655912.41566563115.5617609325446.08610031.3510.0420078.216233918.2583315.842655912.41566553115.5617609325446.08610031.59.12915559.129155518.2583315.842655912.41566543115.5617609325446.08610031.59.12915559.129155518.2583315.842655912.41566533115.5617609325446.08610031.59.12915559.129155518.2583315.842655912.41566523115.5617609325446.08610031.59.12915559.129155518.2583315.842655912.41566514.4115.5696320216693.59428812.755.93056639.884277215.8148835.060744710.754009注：；；;框架梁端剪力和和框架柱轴轴力计算框架梁剪力计算算如图所示图框架梁剪剪力计算图框架梁轴轴力计算横向风荷载作用用下，框架架梁端剪力力和框架柱柱轴力计算算见表31横向向风荷载作作用下，框框架梁端剪剪力和框架架柱轴力计计算表28层次梁端剪力柱轴力N（KNN）AD跨DG跨柱A柱D柱G12-0.37-1.95-0.371.751.751.9511-3-4.1-6.7-1.10.656.0510-3-4.1-9.7-1.1-0.4510.159-3-4.1-12.7-1.1-1.5514.258-3-4.1-15.7-1.1-2.6518.357-3-4.1-18.7-1.1-3.7522.456-3-4.1-21.7-1.1-4.8526.555-3-4.1-24.7-1.1-5.9530.654-3-4.1-27.7-1.1-7.0534.753-3-4.1-30.7-1.1-8.1538.852-3-4.1-33.7-1.1-9.2542.951-2.57-0.355-36.27-0.98-10.2346.5注：梁端剪力以以顺时针为为正；柱轴轴力以受压压为正。2.11地震震作用下的的内力在剪剪力墙上的的分配H=337.7mm<50m,HH/B=337.7//15.66=2.442<4剪力墙计算，第第j层第i个墙肢的的内力为：：剪力；弯矩每层含有剪力墙墙，每片剪剪力墙的剪剪力和弯矩矩为：XSW-1,;XSW-2,;XSW-3,;地地震作用下下的剪力和和弯矩在剪剪力墙下的的分配表29层次XSW-1XSW-2XSW-3120-0.130-0.120-0.0090-0.001110.240.260.22080.23920.01680.01820.00240.0026101.470.591.35240.54280.10290.04130.01470.005993.710.883.41320.80960.25970.06160.03710.008886.771.156.22841.0580.47390.08050.06770.0115710.591.399.74281.27880.74130.09730.10590.0139615.061.613.8551.4721.05420.1120.15060.016520.181.7918.5661.64681.41260.12530.20180.0179425.831.9623.7641.80321.80810.13720.25830.0196331.892.0829.3391.91362.23230.14560.31890.0208238.32.235.2362.0242.6810.1540.3830.022144.952.2741.3542.08843.14650.15890.44950.0227055.122.3450.712.15283.85840.16380.55120.02342.12地震震荷载作用用下框架内内力计算框架地震剪力VVi在各框架架柱间分配配（去2轴一榀横横向框架）框架剪力调整：：当Vf<0.2时时，取Vf=mmin{VVf=1..5Vmaax;Vf=00.20}};当Vf>00.2时，不不必调整框架中1—122层VVf<0..2*23340.779=4668.166KN，故要调调增又1.2VVmax==1.5**130==195Vff=minn{1955,4688.16}}=1955KN第j层第m柱所分配剪力VVmin==框架柱反弯点位位置确定见见表—表地震作用下框架架A,G柱剪力和和柱弯矩标标准值表30柱层次h（m）V（KN）∑D（KN/m）D（KN/m）V（KN）（m）（KN.m）（KN.m）（KN.m）A柱123.319529715165724.3127557-0.9118.156771-3.92466114.23211113195617609158765.0125889-0.22516.16566-1.12788315.037777103195617609158765.01258890.1514.2858880.751888815.03777793195617609158765.01258890.4512.782112.255666515.03777783195617609158765.01258890.7511.2783323.759444215.03777773195617609158765.01258890.910.5264444.51133315.03777763195617609158765.01258891.059.77454485.263211815.03777753195617609158765.01258891.059.77454485.263211815.03777743195617609158765.01258891.557.26825547.769511315.03777733195617609158765.01258891.955.26321189.774544815.03777723195617609158765.01258891.76.51636668.521400115.03777714.4195696320310178.68611142.6415.28755622.93133438.21899G柱123.3195297151114447.5099119-0.9131.616776-6.83400324.782773113195617609271578.5743881-0.22527.652338-1.92922425.723114103195617609271578.57438810.1524.4369991.286155725.72311493195617609271578.57438810.4521.8646673.858477225.72311483195617609271578.57438810.7519.2923366.430788625.72311473195617609271578.57438810.918.006227.716944325.72311463195617609271578.57438811.0516.7200049.003125.72311453195617609271578.57438811.0516.7200049.003125.72311443195617609271578.57438811.5512.43288513.29022925.72311433195617609271578.57438811.959.003116.72000425.72311423195617609271578.57438811.711.1467714.57644525.72311414.