V某6層建筑樓一榀框架內(nèi)力計算過程案例目錄TOC\o"1-3"\h\u1145某6層建筑樓一榀框架內(nèi)力計算過程案例 1117681.1恒荷載內(nèi)力計算 2326871.1.1彎矩分配系數(shù) 259181.1.2恒載固端彎矩計算 414141.1.3恒荷載彎矩二次分配過程 4196821.1.4恒荷載梁柱剪力計算 7279101.1.5恒荷載柱軸力計算 10246091.2活荷載內(nèi)力計算 13106641.2.1活荷載固端彎矩計算 13195211.2.2活荷載彎矩二次分配過程 13286361.2.3活荷載梁柱剪力計算 1520541.2.4活載作用柱子軸力計算 1818031.3風(fēng)荷載內(nèi)力計算 205441.3.1風(fēng)荷載標準值計算 20318431.3.2風(fēng)荷載水平位移計算 2139051.3.3風(fēng)荷載柱子剪力計算 22177001.3.4風(fēng)荷載柱彎矩計算 23157951.3.5風(fēng)荷載梁端彎矩計算 2552021.3.6風(fēng)荷載梁剪力及柱軸力計算 26252831.4水平地震作用下內(nèi)力計算 2917791.1.1重力荷載代表值計算 2962821.1.2自振周期計算 3190271.1.3水平地震作用下剪力計算 32222201.1.4地震作用下變形驗算 33190771.1.5地震作用下剪重比驗算 33266341.1.6地震作用下柱剪力計算 34313211.1.7地震作用下柱彎矩計算 34174091.1.8地震作用下梁端彎矩計算 36250221.1.9地震作用下梁剪力及柱軸力計算 371.1恒荷載內(nèi)力計算1.1.1彎矩分配系數(shù)A軸柱頂層EQ\f(4×98182,4×(98182+54000))=0.625EQ\f(4×54000,4×(98182+54000))=0.375B軸柱頂層EQ\f(4×54000,4×(54000+98182+45563))=0.285EQ\f(4×98182,4×(54000+98182+45563))=0.475EQ\f(4×45563,4×(54000+98182+45563))=0.240C軸柱頂層0.240；0.475；0.285D軸柱頂層0.375；0.625A軸柱標準層EQ\f(4×98182,4×(98182×2+54000))=0.392EQ\f(4×98182,4×(98182×2+54000))=0.392EQ\f(4×54000,4×(98182×2+54000))=0.216B軸柱標準層EQ\f(4×54000,4×(54000+98182×2+45563))=0.182EQ\f(4×98182,4×(54000+98182×2+45563))=0.332EQ\f(4×98182,4×(54000+98182×2+45563))=0.332EQ\f(4×45563,4×(54000+98182×2+45563))=0.154C軸柱標準層0.154；0.3320.332；0.182D軸柱標準層0.216；0.392；0.392A軸柱底層EQ\f(4×98182,4×(98182+65455+54000))=0.451EQ\f(4×65455,4×(98182+65455+54000))=0.301EQ\f(4×54000,4×(98182+65455+54000))=0.248B軸柱底層EQ\f(4×54000,4×(54000+98182+65455+45563))=0.205EQ\f(4×98182,4×(54000+98182+65455+45563))=0.373EQ\f(4×65455,4×(54000+98182+65455+45563))=0.249EQ\f(4×45563,4×(54000+98182+65455+45563))=0.173C軸柱底層0.173；0.3730.249；0.205D軸柱底層0.248；0.451；0.3011.1.2恒載固端彎矩計算表4-1桿件的固端彎矩荷載形式計算簡圖計算公式均布荷載表4-2恒荷載的跨中及固端彎矩樓層位置線載大小梁計算長度(m)固端彎矩跨中彎矩屋面AB/CD跨19.7096.0059.1388.69BC跨13.0123.009.7611.64樓面AB/CD跨23.6066.0070.82106.23BC跨11.3243.008.4912.741.1.3恒荷載彎矩二次分配過程上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.6250.3750.2850.4750.2400.2400.4750.2850.3750.625偏心矩偏心矩偏心矩偏心矩20.10-59.1359.1321.66-9.769.76-21.66-59.1359.13-20.1021.3911.63-20.23-33.72-17.0717.0733.7220.23-11.63-21.399.55-10.127.32-11.848.54-8.5411.84-7.3210.12-9.550.350.21-0.29-0.48-0.240.240.480.29-0.21-0.3531.30-51.4045.92-49.04-18.5418.5449.04-45.9251.40-31.300.3920.3920.2160.1820.3320.3320.1540.1540.3320.3320.1820.2160.3920.39222.10-70.8270.8227.16-8.498.49-27.16-70.8270.82-22.1019.1119.1110.51-16.33-29.69-29.69-13.7813.7829.6929.6916.33-10.51-19.11-19.1112.209.55-8.165.25-16.86-11.846.89-6.8916.8611.84-5.258.16-12.20-9.55-5.33-5.33-2.933.576.496.493.01-3.01-6.49-6.49-3.572.935.335.3325.9723.33-71.4063.31-40.06-38.04-12.3712.3740.0638.04-63.3171.40-25.97-23.330.3920.3920.2160.1820.3320.3320.1540.1540.3320.3320.1820.2160.3920.39222.10-70.8270.8227.16-8.498.49-27.16-70.8270.82-22.1019.1119.1110.51-16.33-29.69-29.69-13.7813.7829.6929.6916.33-10.51-19.11-19.119.559.55-8.165.25-11.84-11.846.89-6.8911.8411.84-5.258.16-9.55-9.55-1.29-1.29-2.363.205.825.822.70-2.70-5.82-5.82-3.202.361.291.2921.3721.37-70.8362.95-38.71-38.71-12.6812.6838.7138.71-62.9570.83-21.37-21.370.3920.3920.2160.1820.3320.3320.1540.1540.3320.3320.1820.2160.3920.39222.10-70.8270.8227.16-8.498.49-27.16-70.8270.82-22.1019.1119.1110.51-16.33-29.69-29.69-13.7813.7829.6929.6916.33-10.51-19.11-19.119.559.55-8.165.25-11.84-11.846.89-6.8911.8411.84-5.258.16-9.55-9.55-1.29-1.29-2.363.205.825.822.70-2.70-5.82-5.82-3.202.361.291.2921.3721.37-70.8362.95-38.71-38.71-12.6812.6838.7138.71-62.9570.83-21.37-21.370.3920.3920.2160.1820.3320.3320.1540.1540.3320.3320.1820.2160.3920.39222.10-70.8270.8227.16-8.498.49-27.16-70.8270.82-22.1019.1119.1110.51-16.33-29.69-29.69-13.7813.7829.6929.6916.33-10.51-19.11-19.119.5510.99-8.165.25-11.84-16.696.89-6.8911.8416.69-5.258.16-9.55-10.99-1.85-1.85-2.673.546.436.432.99-2.99-6.43-6.43-3.542.671.851.8523.8025.24-71.1463.28-38.10-39.94-12.4012.4038.1039.94-63.2871.14-23.80-25.240.4510.3010.2480.2050.3730.2490.1730.1730.3730.2490.2050.2480.4510.30122.10-70.8270.8227.16-8.498.49-27.16-70.8270.82-22.1021.9811.6512.09-18.36-33.38-22.25-15.4915.4933.3822.2518.36-12.09-21.98-11.659.55-9.186.04-11.840.007.74-7.7411.84-6.049.18-9.55-0.17-0.11-0.090.220.390.260.18-0.18-0.39-0.26-0.220.090.170.1131.3611.54-68.0058.72-47.83-21.99-16.0616.0647.8321.99-58.7268.00-31.36-11.547.27A-11.00B11.00C-7.27D根據(jù)內(nèi)力平衡條件計算跨中彎矩，先計算出簡支狀態(tài)下的跨中彎矩，然后根據(jù)簡支狀態(tài)下的跨中彎矩和支座兩端彎矩求出跨中彎矩，計算公式：以1層AB跨梁為例，進行詳細的過程演算，其余如下表格形式列出。106.23-(58.72-(-68))/2=42.87kN.m表4-3跨中彎矩計算表（kN.m）層號梁跨6AB-51.4045.9288.6938.53BC-18.5418.5411.64-3.90CD-51.4045.9288.6938.535AB-71.4063.31106.2338.87BC-12.3712.3712.740.37CD-71.4063.31106.2338.874AB-70.8362.95106.2339.34BC-12.6812.6812.740.06CD-70.8362.95106.2339.343AB-70.8362.95106.2339.34BC-12.6812.6812.740.06CD-70.8362.95106.2339.342AB-71.1463.28106.2339.01BC-12.4012.4012.740.34CD-71.1463.28106.2339.011AB-68.0058.72106.2342.87BC-16.0616.0612.74-3.32CD-68.0058.72106.2342.87圖4-1恒載彎矩圖(kN.m)1.1.4恒荷載梁柱剪力計算梁左端剪力：梁右端剪力：柱剪力剪力：、為框架梁左端和右端在簡支狀態(tài)下的支座反力、為框架梁左和右端彎矩、為框架柱上和下端彎矩為框架梁柱構(gòu)件計算長度頂層梁恒載支座反力計算：AB跨均布荷載：1/2×19.709×6=59.126kNBC跨均布荷載：1/2×13.012×3=19.518kN標準層梁恒載支座反力計算：AB跨均布荷載：1/2×23.606×6=70.818kNBC跨均布荷載：1/2×11.324×3=16.987kN以1層AB跨梁為例，進行詳細的過程演算，其余如下表格形式列出。70.82-(-68+58.72)/6=72.37kN-70.82-(-68+58.72)/6=-69.27kN表4-4框架梁剪力層號梁跨l(m)6AB659.126-59.126-51.4045.9260.54-57.71BC319.518-19.518-18.5418.5419.52-19.52CD659.126-59.126-51.4045.9260.54-57.715AB670.818-70.818-71.4063.3172.17-69.47BC316.987-16.987-12.3712.3716.99-16.99CD670.818-70.818-71.4063.3172.17-69.474AB670.818-70.818-70.8362.9572.13-69.50BC316.987-16.987-12.6812.6816.99-16.99CD670.818-70.818-70.8362.9572.13-69.503AB670.818-70.818-70.8362.9572.13-69.50BC316.987-16.987-12.6812.6816.99-16.99CD670.818-70.818-70.8362.9572.13-69.502AB670.818-70.818-71.1463.2872.13-69.51BC316.987-16.987-12.4012.4016.99-16.99CD670.818-70.818-71.1463.2872.13-69.511AB670.818-70.818-68.0058.7272.37-69.27BC316.987-16.987-16.0616.0616.99-16.99CD670.818-70.818-68.0058.7272.37-69.27以1層A柱為例，進行詳細的過程演算，其余如下表格形式列出。-(11.54+7.27)/1.95=-1.41kN表4-5框架柱剪力柱編號層號層高A63.331.3025.97-18.2653.323.3321.37-11.4543.321.3721.37-11.7733.321.3723.80-11.6023.325.2431.36-17.1511.9511.547.27-1.41B63.3-49.04-40.0627.0053.3-38.04-38.7123.2643.3-38.71-38.7123.4633.3-38.71-38.1023.2823.3-39.94-47.8326.6011.95-21.99-11.006.66C63.349.0440.06-27.0053.338.0438.71-23.2643.338.7138.71-23.4633.338.7138.10-23.2823.339.9447.83-26.6011.9521.9911.00-6.66D63.3-31.30-25.9718.2653.3-23.33-21.3711.4543.3-21.37-21.3711.7733.3-21.37-23.8011.6023.3-25.24-31.3617.1511.95-11.54-7.271.41圖4-2恒載剪力圖(kN)1.1.5恒荷載柱軸力計算柱頂軸力：柱底軸力：指每層縱向梁傳遞給框架柱恒載，、分別為框架柱左、右端梁剪力，框架柱容重25，不計算柱子抹灰。以A柱計算軸力為例，進行詳細的過程演算，其余如下表格形式列出。133.997-0+60.54=191.54191.54+0.6×0.6×3.3×25=221.24221.24+147.333-0+72.17=443.74443.74+0.6×0.6×3.3×25=473.44473.44+147.333-0+72.13=692.90692.9+0.6×0.6×3.3×25=722.60722.6+147.333-0+72.13=942.07942.07+0.6×0.6×3.3×25=971.77971.77+147.333-0+72.13=1191.231191.23+0.6×0.6×3.3×25=1220.931220.93+147.333-0+72.37=1440.631440.63+0.6×0.6×1.95×25=1485.18表4-6框架柱軸力柱編號層號(m)(m)l(m)柱重柱頂柱底A6133.9970.60.63.3060.5429.7191.54221.245147.3330.60.63.3072.1729.7443.74473.444147.3330.60.63.3072.1329.7692.90722.603147.3330.60.63.3072.1329.7942.07971.772147.3330.60.63.3072.1329.71191.231220.931147.3330.60.61.95072.3741.551440.631485.18B6141.3920.60.63.3-57.7119.5229.7221.62251.325181.0350.60.63.3-69.4716.9929.7518.82548.524181.0350.60.63.3-69.5016.9929.7816.04845.743181.0350.60.63.3-69.5016.9929.71113.271142.972181.0350.60.63.3-69.5116.9929.71410.501440.201181.0350.60.61.95-69.2716.9941.551707.491752.04C6141.3920.60.63.3-19.5257.7129.7221.62251.325181.0350.60.63.3-16.9969.4729.7518.82548.524181.0350.60.63.3-16.9969.5029.7816.04845.743181.0350.60.63.3-16.9969.5029.71113.271142.972181.0350.60.63.3-16.9969.5129.71410.501440.201181.0350.60.61.95-16.9969.2741.551707.491752.04D6133.9970.60.63.3-60.54029.7191.54221.245147.3330.60.63.3-72.17029.7443.74473.444147.3330.60.63.3-72.13029.7692.90722.603147.3330.60.63.3-72.13029.7942.07971.772147.3330.60.63.3-72.13029.71191.231220.931147.3330.60.61.95-72.37041.551440.631485.18圖4-3恒載軸力圖(kN)1.2活荷載內(nèi)力計算1.2.1活荷載固端彎矩計算表4-7活荷載的跨中及固端彎矩樓層位置線載大小梁計算長度(m)固端彎矩跨中彎矩屋面AB/CD跨5.7396.0017.2225.83BC跨3.7503.002.811.22樓面AB/CD跨5.7396.0017.2225.83BC跨1.6883.003.525.271.2.2活荷載彎矩二次分配過程上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.6250.3750.2850.4750.2400.2400.4750.2850.3750.625偏心矩偏心矩偏心矩偏心矩3.79-17.2217.226.08-2.812.81-6.08-17.2217.22-3.798.395.04-5.84-9.73-1.921.929.735.84-5.04-8.392.63-2.922.52-3.382.46-2.463.38-2.522.92-2.630.180.11-0.46-0.76-0.390.390.760.46-0.11-0.1811.21-11.9913.44-13.86-5.665.6613.86-13.4411.99-11.210.3920.3920.2160.1820.3320.3320.1540.1540.3320.3320.1820.2160.3920.3923.79-17.2217.226.66-3.523.52-6.66-17.2217.22-3.795.275.272.90-3.71-6.75-6.75-3.133.136.756.753.71-2.90-5.27-5.271.202.63-1.861.45-1.86-3.381.57-1.571.863.38-1.451.86-1.20-2.63-1.95-1.95-1.070.951.731.730.80-0.80-1.73-1.73-0.951.071.951.957.515.95-17.2515.90-9.88-8.40-1.281.289.888.40-15.9017.25-7.51-5.950.3920.3920.2160.1820.3320.3320.1540.1540.3320.3320.1820.2160.3920.3923.79-17.2217.226.66-3.523.52-6.66-17.2217.22-3.795.275.272.90-3.71-6.75-6.75-3.133.136.756.753.71-2.90-5.27-5.272.632.63-1.861.45-3.38-3.381.57-1.573.383.38-1.451.86-2.63-2.63-1.34-1.34-0.740.681.241.240.58-0.58-1.24-1.24-0.680.741.341.346.566.56-16.9115.63-8.89-8.89-1.511.518.898.89-15.6316.91-6.56-6.560.3920.3920.2160.1820.3320.3320.1540.1540.3320.3320.1820.2160.3920.3923.79-17.2217.226.66-3.523.52-6.66-17.2217.22-3.795.275.272.90-3.71-6.75-6.75-3.133.136.756.753.71-2.90-5.27-5.272.632.63-1.861.45-3.38-3.381.57-1.573.383.38-1.451.86-2.63-2.63-1.34-1.34-0.740.681.241.240.58-0.58-1.24-1.24-0.680.741.341.346.566.56-16.9115.63-8.89-8.89-1.511.518.898.89-15.6316.91-6.56-6.560.3920.3920.2160.1820.3320.3320.1540.1540.3320.3320.1820.2160.3920.3923.79-17.2217.226.66-3.523.52-6.66-17.2217.22-3.795.275.272.90-3.71-6.75-6.75-3.133.136.756.753.71-2.90-5.27-5.272.633.03-1.861.45-3.38-3.801.57-1.573.383.80-1.451.86-2.63-3.03-1.49-1.49-0.820.761.381.380.64-0.64-1.38-1.38-0.760.821.491.496.416.80-17.0015.71-8.75-9.17-1.441.448.759.17-15.7117.00-6.41-6.800.4510.3010.2480.2050.3730.2490.1730.1730.3730.2490.2050.2480.4510.3013.79-17.2217.226.66-3.523.52-6.66-17.2217.22-3.796.061.043.33-1.18-7.59-5.06-3.523.527.595.061.18-3.33-6.06-1.042.63-2.091.67-3.380.001.76-1.763.38-1.672.09-2.63-0.25-0.16-0.14-0.01-0.02-0.01-0.010.010.020.010.010.140.250.168.453.88-16.1111.70-10.99-5.08-5.295.2910.995.08-11.7016.11-8.45-3.881.94A-2.54B2.54C-1.94D根據(jù)內(nèi)力平衡條件計算跨中彎矩，先計算出簡支狀態(tài)下的跨中彎矩，然后根據(jù)簡支狀態(tài)下的跨中彎矩和支座兩端彎矩求出跨中彎矩，計算公式：以1層AB跨梁為例，進行詳細的過程演算，其余如下表格形式列出。25.83-(11.7-(-16.11))/2=10.42kN.m表4-8跨中彎矩計算表（kN.m）層號梁跨6AB-11.9913.4425.8311.61BC-5.665.661.22-1.44CD-11.9913.4425.8311.615AB-17.2515.9025.839.25BC-1.281.285.271.00CD-17.2515.9025.839.254AB-16.9115.6325.839.55BC-1.511.515.270.77CD-16.9115.6325.839.553AB-16.9115.6325.839.55BC-1.511.515.270.77CD-16.9115.6325.839.552AB-17.0015.7125.839.47BC-1.441.445.270.83CD-17.0015.7125.839.471AB-16.1111.7025.8310.42BC-5.295.295.27-0.01CD-16.1111.7025.8310.42圖4-4活載彎矩圖(kN.m)1.2.3活荷載梁柱剪力計算梁左端剪力：梁右端剪力：柱剪力剪力：、為框架梁左端和右端在簡支狀態(tài)下的支座反力、為框架梁左和右端彎矩、為框架柱上和下端彎矩為框架梁柱構(gòu)件計算長度頂層梁活載支座反力計算：AB跨均布荷載：1/2×5.739×6=17.217kNBC跨均布荷載：1/2×3.75×3=5.625kN標準層梁恒載支座反力計算：AB跨均布荷載：1/2×5.739×6=17.217kNBC跨均布荷載：1/2×1.688×3=7.031kN以1層AB跨梁為例，進行詳細的過程演算，其余如下表格形式列出。17.22-(-16.11+11.7)/6=17.45kN-17.22-(-16.11+11.7)/6=-16.98kN表4-9框架梁剪力層號梁跨l(m)6AB617.217-17.217-11.9913.4417.48-16.96BC35.625-5.625-5.665.665.63-5.63CD617.217-17.217-11.9913.4417.48-16.965AB617.217-17.217-17.2515.9017.44-16.99BC37.031-7.031-1.281.287.03-7.03CD617.217-17.217-17.2515.9017.44-16.994AB617.217-17.217-16.9115.6317.43-17.00BC37.031-7.031-1.511.517.03-7.03CD617.217-17.217-16.9115.6317.43-17.003AB617.217-17.217-16.9115.6317.43-17.00BC37.031-7.031-1.511.517.03-7.03CD617.217-17.217-16.9115.6317.43-17.002AB617.217-17.217-17.0015.7117.43-17.00BC37.031-7.031-1.441.447.03-7.03CD617.217-17.217-17.0015.7117.43-17.001AB617.217-17.217-16.1111.7017.45-16.98BC37.031-7.031-5.295.297.03-7.03CD617.217-17.217-16.1111.7017.45-16.98以1層A柱為例，進行詳細的過程演算，其余如下表格形式列出。-(3.88+1.94)/1.95=-1.17kN表4-10框架柱剪力柱編號層號層高A63.311.217.51-5.6753.35.956.56-3.7943.36.566.56-3.9833.36.566.41-3.9323.36.808.45-1.6211.953.881.94-1.17B63.3-13.86-9.887.2053.3-8.40-8.895.2443.3-8.89-8.895.3933.3-8.89-8.755.3523.3-9.17-10.996.1111.95-5.08-2.541.54C63.313.869.88-7.2053.38.408.89-5.2443.38.898.89-5.3933.38.898.75-5.3523.39.1710.99-6.1111.955.082.54-1.54D63.3-11.21-7.515.6753.3-5.95-6.563.7943.3-6.56-6.563.9833.3-6.56-6.413.9323.3-6.80-8.451.6211.95-3.88-1.941.17圖4-5活載剪力圖(kN)1.2.4活載作用柱子軸力計算框架柱頂軸力：框架柱底軸力：指每層縱向梁傳遞給框架柱恒載，、分別為框架柱左、右端梁剪力，以A柱計算軸力為例，進行詳細的過程演算，其余如下表格形式列出。25.245-0+17.48=42.72kN42.72+25.245-0+17.44=85.41kN85.41+25.245-0+17.43=128.08kN128.08+25.245-0+17.43=170.76kN170.76+25.245-0+17.43=213.43kN213.43+25.245-0+17.45=256.13kN表4-11框架柱軸力柱編號層號柱頂柱底A625.245017.4842.7242.72525.245017.4485.4185.41425.245017.43128.08128.08325.245017.43170.76170.76225.245017.43213.43213.43125.245017.45256.13256.13B640.545-16.965.6363.1363.13541.370-16.997.03131.52131.52441.370-17.007.03199.93199.93341.370-17.007.03268.33268.33241.370-17.007.03336.74336.74141.370-16.987.03405.12405.12C640.545-5.6316.9663.1363.13541.370-7.0316.99131.52131.52441.370-7.0317.00199.93199.93341.370-7.0317.00268.33268.33241.370-7.0317.00336.74336.74141.370-7.0316.98405.12405.12D625.245-17.48042.7242.72525.245-17.44085.4185.41425.245-17.430128.08128.08325.245-17.430170.76170.76225.245-17.430213.43213.43125.245-17.450256.13256.13圖4-6活載軸力圖(kN)1.3風(fēng)荷載內(nèi)力計算1.3.1風(fēng)荷載標準值計算——基本風(fēng)壓；——風(fēng)壓高度變化系數(shù)；——風(fēng)荷載體型系數(shù)，根據(jù)建筑物的體型查得=1.3；——風(fēng)陣系數(shù)βz=1.0,(建筑高度小于30m)；——下層柱高,(底層取一層層高加室內(nèi)外高差);——上層柱高(頂層取兩倍的女兒墻)；——迎風(fēng)面寬度。表4-12集中風(fēng)荷載標準值計算層號61.2501.310.453.636.615.92721.2551.1831.310.453.33.36.615.07317.6541.1131.310.453.33.36.611.18211.3531.0271.310.453.33.36.613.08911.05211.310.453.33.36.612.7417.75111.310.451.453.36.611.9611.45圖4-7風(fēng)荷載計算簡圖（kN）1.3.2風(fēng)荷載水平位移計算風(fēng)荷載作用下的水平層間側(cè)移計算公式EQVi為第i層的總剪力；EQ∑Di為第i層的側(cè)移剛度和EQΔui為第i層的層間側(cè)移；Δui/hi為層間位移角；各層層間位移角應(yīng)滿足規(guī)范要求小于，故各樓層均滿足要求。表4-13風(fēng)荷載側(cè)移計算層號63.615.92715.9271194690.1331/2700453.315.07331.0001194690.2591/1271843.311.18245.1821194690.3781/872633.313.08958.2711194690.4881/676623.312.74171.0121194690.5941/555211.9511.96185.974668701.2861/38501.3.3風(fēng)荷載柱子剪力計算EQ水平荷載內(nèi)力計算采用D值法，將對應(yīng)層的層間剪力根據(jù)抗側(cè)剛度分配每根柱子，剪力分配公式EQVi為柱子的剪力；EQDi為對應(yīng)柱子的抗側(cè)剛度EQ∑Di為某層柱子抗側(cè)剛度總和EQF為水平風(fēng)荷載作用下的層間剪力。表4-14水平風(fēng)荷載柱剪力層號柱軸號6A1923162053215.9270.49B2967862053215.9270.76C2967862053215.9270.76D1923162053215.9270.495A2333511946931.0006.05B3640011946931.0009.44C3640011946931.0009.44D2333511946931.0006.054A2333511946945.1828.83B3640011946945.18213.77C3640011946945.18213.77D2333511946945.1828.833A2333511946958.27111.38B3640011946958.27117.75C3640011946958.27117.75D2333511946958.27111.382A2333511946971.01213.87B3640011946971.01221.64C3640011946971.01221.64D2333511946971.01213.871A150356687085.97419.33B184006687085.97423.66C184006687085.97423.66D150356687085.97419.331.3.4風(fēng)荷載柱彎矩計算反彎點即為彎矩為零的點，反彎點的位置主要由梁柱線剛度、上下層的層高、以及上下層梁線剛度等因素決定。各層柱反彎點，通過查表計算，如下所示：表4-15邊柱反彎點計算過程層號層高Ky0y1y2y3y63.60.2500.2500000.25053.30.3500.4000000.35043.30.4000.4000000.40033.30.4500.4500000.45023.30.5000.450000.0500.50011.950.6500.65000.00000.650表4-16中柱反彎點計算過程層號層高Ky0y1y2y3y63.60.3990.3990000.39953.30.4490.4490000.44943.30.4500.450000.45033.30.4990.4990000.49923.30.5000.500000.0000.50011.950.6020.60200.00000.602表4-17反彎點高度比y計算結(jié)果層號A軸線邊柱B軸線中柱C軸線中柱D軸線邊柱60.2500.3990.3990.25050.3500.4490.4490.35040.4000.4500.4500.40030.4500.4990.4990.45020.5000.5000.5000.50010.6500.6020.6020.650柱端彎矩計算公式：；、EQ分別為柱下、上端彎矩；為柱子剪力；為柱反彎點高度比以1層A柱為例，進行詳細的過程演算，其余如下表格形式列出。-1.55×0.661×20.7=-62.26kN.m-1.55×0.339×20.7=-31.91kN.m表4-18柱下端彎矩計算層號柱號(m)(kN)(kN.m)6A3.60.2500.49-0.44B3.60.3990.76-1.09C3.60.3990.76-1.09D3.60.2500.49-0.445A3.30.3506.05-6.99B3.30.4499.44-11.00C3.30.4499.44-11.00D3.30.3506.05-6.994A3.30.4008.83-11.65B3.30.45013.77-20.44C3.30.45013.77-20.44D3.30.4008.83-11.653A3.30.45011.38-16.90B3.30.49917.75-29.25C3.30.49917.75-29.25D3.30.45011.38-16.902A3.30.50013.87-22.89B3.30.50021.64-35.70C3.30.50021.64-35.70D3.30.50013.87-22.891A1.950.65019.33-62.20B1.950.60223.66-70.51C1.950.60223.66-70.51D1.950.65019.33-62.20表4-19柱上端彎矩計算層號柱號(m)(kN)(kN.m)6A3.60.7500.49-1.33B3.60.6010.76-1.65C3.60.6010.76-1.65D3.60.7500.49-1.335A3.30.6506.05-12.99B3.30.5519.44-17.16C3.30.5519.44-17.16D3.30.6506.05-12.994A3.30.6008.83-17.47B3.30.55013.77-21.99C3.30.55013.77-21.99D3.30.6008.83-17.473A3.30.55011.38-20.66B3.30.50117.75-29.34C3.30.50117.75-29.34D3.30.55011.38-20.662A3.30.50013.87-22.89B3.30.50021.64-35.70C3.30.50021.64-35.70D3.30.50013.87-22.891A1.950.35019.33-33.49B1.950.39823.66-46.59C1.950.39823.66-46.59D1.950.35019.33-33.491.3.5風(fēng)荷載梁端彎矩計算節(jié)點梁彎矩計算公式：；、EQ為節(jié)點左、右梁端彎矩EQ分別為節(jié)點上、下端柱彎矩EQ為節(jié)點左右梁線剛度表4-20風(fēng)荷載梁端彎矩計算(kN·m)層號AB梁左AB梁右BC梁左BC梁右CD梁左CD梁右61.220.820.690.690.821.22513.399.858.318.319.8513.39421.4721.1517.8417.8421.1521.47332.3127.0022.7822.7827.0032.31239.7935.2329.7229.7235.2339.79156.3841.6337.6637.6641.6356.38圖4-8風(fēng)荷載彎矩圖(kN.m)1.3.6風(fēng)荷載梁剪力及柱軸力計算水平荷載梁剪力、EQ分別為梁左、右端彎矩，l為梁計算跨度以1層AB跨梁為例，進行詳細的過程演算，其余如下表格形式列出。-(56.38+41.63)/6=-16.83kN表4-21梁剪力計算(kN)層號梁跨l(m)M左(kN.m)M右(kN.m)(kN)6AB61.220.82-0.34BC30.690.69-0.46CD61.220.82-0.345AB613.399.85-3.87BC38.318.31-5.54CD613.399.85-3.874AB621.4721.15-7.60BC317.8417.84-11.89CD621.4721.15-7.603AB632.3127.00-9.88BC322.7822.78-15.19CD632.3127.00-9.882AB639.7948.00-11.63BC329.7229.72-19.82CD639.7948.00-11.631AB656.3841.63-16.83BC337.6637.66-25.11CD656.3841.63-16.83圖4-9風(fēng)荷載剪力圖(kN)、EQ分別為柱子左、右端梁剪力以A柱計算軸力為例，進行詳細的過程演算，其余如下表格形式列出。-0.34=-0.34kN-0.34-3.87=-1.21kN-1.21-7.6=-11.82kN-11.82-9.88=-21.70kN-21.7-12.5=-31.20kN-31.2-16.83=-51.04kN表4-22軸力計算(kN)柱軸號層號(kN)(kN)(kN)上層柱底軸力(kN)柱頂軸力(kN)A6-0.340.00-0.345-3.87-0.34-1.214-7.60-1.21-11.823-9.88-11.82-21.702-12.50-21.70-31.201-16.83-31.20-51.04B6-0.46-0.340.00-0.125-5.54-3.87-0.12-1.794-11.89-7.60-1.79-6.083-15.19-9.88-6.08-11.382-19.82-12.50-11.38-18.701-25.11-16.83-18.70-26.97C60.460.340.000.1255.543.870.121.79411.897.601.796.08315.199.886.0811.38219.8212.5011.3818.70125.1116.8318.7026.97D60.340.000.3453.870.341.2147.601.2111.8239.8811.8221.70212.5021.7031.20116.8331.2051.04圖4-10風(fēng)荷載軸力圖(kN)1.4水平地震作用下內(nèi)力計算1.1.1重力荷載代表值計算1．板恒載計算6層：31.80×15×5.50=2871kN2~5層：(31.80×15-7.8×6.0)×1.60+7.8×6.0×1.60=2401.20kN1層：(31.80×15-7.8×6.0)×1.60+7.8×6.0×1.60=2401.20kN2．板活載計算6層：31.80×15×2=1044kN2~5層：(31.80×15-7.8×6.0)×2.0+31.80×3.00×2.5+7.8×6.0×3.5=1166.40kN1層：(31.80×15-7.8×6.0)×2.0+31.80×3.00×2.5+7.8×6.0×3.5=1166.40kN3．梁荷載計算6層：0.30×0.60×31.80×4×25×1.05+0.30×0.60×6.0×20×25×1.05+0.30×0.45×3.00×10×25×1.05+0.25×0.45×6.0×10×25×1.05=1270.79kN2~5層：0.30×0.60×31.80×4×25×1.05+0.30×0.60×6.0×20×25×1.05+0.30×0.45×3.00×10×25×1.05+0.25×0.45×6.0×10×25×1.05=1270.79kN1層：0.30×0.60×31.80×4×25×1.05+0.30×0.60×6.0×20×25×1.05+0.30×0.45×3.00×10×25×1.05+0.25×0.45×6.0×10×25×1.05=1270.79kN4．柱荷載計算4層：0.6×0.6×3.6×36×25×1.05=952.56kN2~3層：0.6×0.6×3.3×36×25×1.05=952.56kN1層：0.6×0.6×1.95×36×25×1.05=1309.77kN5．門、窗荷載計算6層：1.8×2.1×22×0.40+1.0×2.1×16×0.40=46.70kN2~5層：1.8×2.1×22×0.40+1.0×2.1×16×0.40=46.70kN1層：1.8×2.1×22×0.40+1.0×2.1×16×0.40=46.70kN6．墻體荷載計算屋面層女兒墻：(1.5×31.80×2+1.5×15×2)×3.200=478.08kN6層外墻：(2.7×31.80×2+2.7×6.0×4+2.85×3.00×2-1.8×2.1×22)×3.200=597.31kN2~5層外墻：(2.7×31.80×2+2.7×6.0×4+2.85×3.00×2-1.8×2.1×22)×3.200=597.31kN1層外墻：(2.7×31.80×2+2.7×6.0×4+2.85×3.00×2-1.8×2.1×22)×3.200=597.31kN6層內(nèi)墻：(2.7×31.80×2+2.7×6.0×14-1.0×2.1×16)×2.400=911.69kN2~5層內(nèi)墻：(2.7×31.80×2+2.7×6.0×14-1.0×2.1×16)×2.400=911.69kN1層內(nèi)墻：(2.7×31.80×2+2.7×6.0×14-1.0×2.1×16)×2.400=911.69kN7．重力荷載代表值計算重力荷載代表值取結(jié)構(gòu)和構(gòu)配件自重標準值與可變荷載的組合值之和，集中在各樓層標高處。重力荷載代表值為各層樓面上的重力荷載代表值及上下各半層的門、窗、墻、柱等重量(其中女兒墻荷載全部計入頂層重力荷載)。2871+1044/2+1270.79+952.56/2+46.70/2+478.08+597.31/2+911.69/2=6397.50kN2401.20+1166.40/2+1270.79+952.56/2+952.56/2+46.70/2+46.70/2+597.31/2+597.31/2+911.69/2+911.69/2=6687.07kN2401.20+1166.40/2+1270.79+952.56/2+1309.77/2+46.70/2+46.70/2+597.31/2+597.31/2+911.69/2+911.69/2=6905.37kN圖4-11重力荷載代表值1.1.2自振周期計算；；框架結(jié)構(gòu)的自振周期采用頂點位移法計算，計算過程用表格的形式列出。表4-23結(jié)構(gòu)頂點位移計算層號66397.506397.508503020.0075240.204356726.7613121.268503020.0154350.196846687.0719811.348503020.0232990.181436687.0726498.418503020.0311640.158126687.0733185.488503020.0390280.126916905.3740090.854561170.0878960.0879由計算基本周期取，由表可知0.2043m，所以=0.538s1.1.3水平地震作用下剪力計算由建筑圖可知，房屋的建筑高度為19.95m，且各樓層剛度分布較均勻，沒有剛度突變，宜采用底部剪力法對其進行地震力計算，通過對建筑物工程地點查詢《EQ建筑抗震設(shè)計規(guī)范》可知，該地區(qū)抗震設(shè)防烈度為7度(0.10g)，場地類別為Ⅱ類，設(shè)計地震分組為第一組，特征周期0.40s。對于地震影響系數(shù);當(dāng)0.1<＜時，；當(dāng)<＜時，=0.0613用底部剪力法計算水平地震作用，即結(jié)構(gòu)等效總重力荷載：0.85×40090.85=34077.22kN由于＜1.4×0.40=0.56s因此頂部附加地震作用系數(shù)=0527125.03kN·m0×2088.10=0kNEQ框架橫向水平地震作用標準值計算公式如下結(jié)構(gòu)底部：結(jié)構(gòu)最頂層：其他層：表4-24水平地震剪力計算層號621.86397.50139145.64488.89721.92518.156726.76122090.74428.971153.89411.856687.0799303.03348.911502.80311.556687.0777235.69271.371771.1728.256687.0755168.35193.841968.0111.956905.3734181.57120.102088.101.1.4地震作用下變形驗算EQ水平地震作用下框架結(jié)構(gòu)的層間位移按下式計算各樓層的層間位移均小于1/550，故各樓層均滿足要求。表4-25位移驗算層號6721.928503020.8533.61/422351153.898503021.3573.31/243241502.808503021.7673.31/186731771.178503022.0873.31/158221968.018503022.3143.31/142612088.104561171.5781.951/10811.1.5地震作用下剪重比驗算根據(jù)規(guī)范可知，任一樓層的地震剪力與樓層的比例（剪重比）要滿足一定的限值，公式如下所示：——第i層水平地震剪力標準值；——為剪力系數(shù)；——第j層的重力荷載代表值；表4-26剪重比驗算層號剪重比剪重比限值6721.926397.500.1130.01651153.8913121.260.08841502.8019811.340.07631771.1726498.410.06721968.0133185.480.05912088.1040090.850.052各樓層剪重比均滿足要求。1.1.6地震作用下柱剪力計算EQ水平荷載內(nèi)力計算采用D值法，將對應(yīng)層的層間剪力根據(jù)抗側(cè)剛度分配每根柱子，剪力分配公式，EQVi為柱子的剪力EQDi為對應(yīng)柱子的抗側(cè)剛度EQ∑Di為某層柱子抗側(cè)剛度總和EQF為水平荷載作用下的層間剪力。表4-27水平地震作用下柱剪力層號柱軸號6A23335850302.32721.9219.89B36400850302.32721.9231.03C36400850302.32721.9231.03D23335850302.32721.9219.895A23335850302.321153.8931.67B36400850302.321153.8949.40C36400850302.321153.8949.40D23335850302.321153.8931.674A23335850302.321502.8041.24B36400850302.321502.8061.33C36400850302.321502.8061.33D23335850302.321502.8041.243A23335850302.321771.1748.69B36400850302.321771.1775.95C36400850302.321771.1775.95D23335850302.321771.1748.692A23335850302.321968.0151.01B36400850302.321968.0181.25C36400850302.321968.0181.25D23335850302.321968.0151.011472088.1068.83472088.1081.24472088.1081.24472088.1068.831.1.7地震作用下柱彎矩計算反彎點即為彎矩為零的點，反彎點的位置主要由梁柱線剛度、上下層的層高、以及上下層梁線剛度等因素決定。各層柱反彎點，通過查表計算，如下所示：表4-28反彎點高度比y計算結(jié)果層號A軸線邊柱B軸線中柱C軸線中柱D軸線邊柱60.2500.3990.3990.25050.3500.4490.4490.35040.4000.4500.4500.40030.4500.4990.4990.45020.5000.5000.5000.50010.6500.6020.6020.650柱端彎矩計算公式：；、EQ分別為柱下、上端彎矩；為柱子剪力；為柱反彎點高度比以1層A柱為例，進行詳細的過程演算，其余如下表格形式列出。-1.95×0.65×68.83=-221.46kN.m-1.95×0.35×68.83=-119.25kN.m表4-29柱下端彎矩計算層號柱號(m)(kN)(kN.m)6A3.60.25019.89-17.90B3.60.39931.03-41.61C3.60.39931.03-41.61D3.60.25019.89-17.905A3.30.35031.67-36.57B3.30.44949.40-73.24C3.30.44949.40-73.24D3.30.35031.67-36.574A3.30.40041.24-5