計算書一二四

2.3風(fēng)荷載標(biāo)準(zhǔn)值計算作用在樓層處集中風(fēng)荷載標(biāo)準(zhǔn)值為=1\*GB3①珠海地區(qū)基本風(fēng)壓值，但在計算高層房屋時《規(guī)范》規(guī)定應(yīng)在《建筑結(jié)構(gòu)規(guī)范》基本風(fēng)壓值的基礎(chǔ)上提高10%，故基本風(fēng)壓應(yīng)按計算。風(fēng)荷載體型系數(shù)近似按矩形平面取，則：風(fēng)壓高度系數(shù)---建筑地點(diǎn)位于城市郊區(qū)，所以按B類粗糙度查?。后w系的自振周期T按《規(guī)范》建議公式：>0.25s，應(yīng)考慮風(fēng)壓脈動對結(jié)構(gòu)發(fā)生順風(fēng)向風(fēng)振的影響，由，查《建筑結(jié)構(gòu)荷載規(guī)格》得：，。則可以按求得各樓層標(biāo)高處的風(fēng)振系數(shù)。集中風(fēng)荷載標(biāo)準(zhǔn)值計算見表集中風(fēng)荷載標(biāo)準(zhǔn)值計算表12層高（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將樓層集中力按基底彎矩折算成三角形荷載：2.4地震作用計算（1）計算簡圖框架-剪力墻結(jié)構(gòu)的內(nèi)力分為兩步：先將各單榀框架合并成框架，將各單片剪力墻合并成總剪力墻，將各根連梁合并成總連梁，對總框架、總剪力墻和總連梁體系進(jìn)行協(xié)同工作分析，求出他們各自承擔(dān)的內(nèi)力；然后按剛度比將總框架的內(nèi)力分配給每榀框架，將總剪力墻的內(nèi)力分配給每片剪力墻，將總連梁的內(nèi)力分配給沒根連梁。在進(jìn)行協(xié)同工作分析時，如果框架與剪力墻是通過樓板鏈接，由于假定樓板在自身平面內(nèi)的剛度為無限大，而在其平面外的剛度為零，因此，它對各平面結(jié)構(gòu)不產(chǎn)生約束彎矩，可以簡化為鉸接連桿，協(xié)同工作的計算簡圖如圖所示。如果框架和剪力墻是通過連梁相連接，則連梁與剪力墻相連端宜視為剛接。連梁對框架柱的約束將反映在柱的D值中，連梁與框架柱相連端仍可視為鉸接。連梁兩端均為鉸接的計算簡圖計算較為簡單，本設(shè)計蠶蛹這種計算簡圖計算。圖鉸接體系（2）各層重力荷載代表值G底層重力荷載代表值G1計算表13項(xiàng)目單位面積重量（KN.m）面積()單位長度重量（KN/m）長度(m)重量(KN)外墻0.2*18++0.5++0.366=4.44666.69297.44內(nèi)隔墻0.2*9.88+0.336*2==2.688166.73446.84門窗0.2/0.33560.69/445.51128.07樓板4.33281.461218.722樓梯間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欄桿4.212226.31剪力墻0.2*2.55=0.5538.85519.43活載2281.46562.92注：樓梯間樓面自重近視取一般樓面自重的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(設(shè)計值為5465.84)2~~11層重力荷載代表值計算表14項(xiàng)目單位面積重量（KN.m）面積()單位長度重量（KN/m）長度(m)重量(KN)外墻4.4680.29358.09內(nèi)隔墻2.68143.23383.86門窗0.2/0.33556.49/447.31127.86樓板4.33268.51162.611樓梯間5.213.3269.26梁2.7488.3241.942.2123.2271.04柱9.1239355.6811.412136.813.68682.089.1221191.52欄桿4.212292.62剪力墻0.523.4611.73活載2268.5537注：樓梯間樓面自重近視取一般樓面自重的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(設(shè)計值為5115.03KN)頂層重力荷載代表值計算表15項(xiàng)目單位面積重量（KN.m）面積()單位長度重量（KN/m）長度(m)重量(KN)外墻4.46101.1655451.2內(nèi)隔墻2.68168.91452.68門窗0.2/0.33556.49/447.31127.86樓板4.33268.51162.611樓梯間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欄桿4.212292.62剪力墻0.526.0713.04活載2268.5537屋面板5.38378.292035.2天溝2.683.5778.6280.6屋面活載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（設(shè)計值為7678.07KN）圖各層重力荷載代表值樓層各質(zhì)點(diǎn)水平地震作用計算見表樓層各質(zhì)點(diǎn)水平地震作用計算表16層次（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將樓層集中力按基底彎矩折算成三角形荷載：2.6風(fēng)荷載作用下結(jié)構(gòu)協(xié)同工作計算及水平位移驗(yàn)算（1）由值及荷載類型查圖表計算由于不考慮連梁約束剛度Cb影響時，計算結(jié)構(gòu)內(nèi)力、位移所用的值與計算地震力時相同，取=0.5，倒三角形荷載作用下結(jié)構(gòu)內(nèi)力計算見表倒三角形荷載作用下結(jié)構(gòu)內(nèi)力計算表17層次標(biāo)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)結(jié)構(gòu)總內(nèi)力計算匯總結(jié)構(gòu)總內(nèi)力計算匯總表18層次總剪力墻總框架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：各層總框架柱剪力應(yīng)由上、下層處(3)位移計算位移計算表19層次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:倒三角形荷載作用下；層間最大相對位移，滿足要求。2.9地震作用下結(jié)構(gòu)協(xié)同工作計算及水平位移驗(yàn)算（1）由值及荷載類型查圖表計算由于不考慮連梁約束剛度Cb影響時，計算結(jié)構(gòu)內(nèi)力、位移所用的值與計算地震力時相同，取=0.5，倒三角形荷載作用下結(jié)構(gòu)內(nèi)力計算見表倒三角形荷載作用下結(jié)構(gòu)內(nèi)力計算表20層次標(biāo)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)結(jié)構(gòu)總內(nèi)力計算匯總結(jié)構(gòu)總內(nèi)力計算匯總表21層次總剪力墻總框架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：各層總框架柱剪力應(yīng)由上、下層處(3)位移計算位移計算表22層次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:倒三角形荷載作用下；層間最大相對位移，滿足要求。2.8剛重比及剪重比驗(yàn)算（1）剛重比驗(yàn)算由表18-表21的比較可見，地震作用下的側(cè)移較大，應(yīng)對地震作用下的剛重比進(jìn)行驗(yàn)算。倒三角形荷載下，q=124.18KN/m,u=0.0284m,H=37.3m等效側(cè)向剛度：對剛重比驗(yàn)算（重力荷載設(shè)計值）不考慮重力二階效應(yīng)影響（2）剪重比驗(yàn)算各層剪重比見表各層剪重比表23層次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可見，各層的剪重比均大于0.016，滿足對剪重比的要求2.9風(fēng)荷載作用下的內(nèi)力在剪力墻上的分配H=37.7m<50m,H/B=37.7/15.6=2.42<4剪力墻計算，第j層第i個墻肢的內(nèi)力為：剪力；彎矩每層含有剪力墻，每片剪力墻的剪力和彎矩為：XSW-1,;XSW-2,;XSW-3,;風(fēng)荷載作用下的剪力和彎矩在剪力墻下的分配表24層次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風(fēng)荷載作用下框架內(nèi)力計算框架風(fēng)荷載剪力Vi在各框架柱間分配（去2軸一榀橫向框架）框架剪力調(diào)整：當(dāng)Vf<0.2時，取Vf=min{Vf=1.5Vmax;Vf=0.20};當(dāng)Vf>0.2時，不必調(diào)整框架中1—12層Vf<0.2*1370.29=274.058，故要調(diào)增又1.2Vmax=1.5*77=115.5Vf=min{115.25,274.06}=115.15KN第j層第m柱所分配剪力Vmin=框架柱反彎點(diǎn)位置確定見表25框架柱A/2,D/2,G/2反彎點(diǎn)位置確定表25層次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：=+++框架柱節(jié)點(diǎn)彎矩分配如圖圖框架柱節(jié)節(jié)點(diǎn)彎矩分分配風(fēng)荷載作用下框框架A,G柱剪力力和柱彎矩矩標(biāo)準(zhǔn)值表26柱層次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：風(fēng)荷載作用下框框架D柱剪力和和柱彎矩標(biāo)標(biāo)準(zhǔn)值表27柱層次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軸軸力計算框架梁剪力計算算如圖所示圖框架梁剪剪力計算圖框架梁軸軸力計算橫向風(fēng)荷載作用用下，框架架梁端剪力力和框架柱柱軸力計算算見表31橫向向風(fēng)荷載作作用下，框框架梁端剪剪力和框架架柱軸力計計算表28層次梁端剪力柱軸力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：梁端剪力以以順時針為為正；柱軸軸力以受壓壓為正。2.11地震震作用下的的內(nèi)力在剪剪力墻上的的分配H=337.7mm<50m,HH/B=337.7//15.66=2.442<4剪力墻計算，第第j層第i個墻肢的的內(nèi)力為：：剪力；彎矩每層含有剪力墻墻，每片剪剪力墻的剪剪力和彎矩矩為：XSW-1,;XSW-2,;XSW-3,;地地震作用下下的剪力和和彎矩在剪剪力墻下的的分配表29層次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地震震荷載作用用下框架內(nèi)內(nèi)力計算框架地震剪力VVi在各框架架柱間分配配（去2軸一榀橫橫向框架）框架剪力調(diào)整：：當(dāng)Vf<0.2時時，取Vf=mmin{VVf=1..5Vmaax;Vf=00.20}};當(dāng)Vf>00.2時，不不必調(diào)整框架中1—122層VVf<0..2*23340.779=4668.166KN，故要調(diào)調(diào)增又1.2VVmax==1.5**130==195Vff=minn{1955,4688.16}}=1955KN第j層第m柱所分配剪力VVmin==框架柱反彎點(diǎn)位位置確定見見表—表地震作用下框架架A,G柱剪力和和柱彎矩標(biāo)標(biāo)準(zhǔn)值表30柱層次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.