水平荷載作用下的內(nèi)力和側(cè)移計(jì)算4.1梁、柱、墻、門、窗、板、樓梯重力荷載計(jì)算表4-1框架梁重力荷載層號(hào)123層重ΣG（kN)2251.012251.012251.01表4-2框架柱重力荷載層號(hào)123層重ΣG（kN)1577.661344.6672.3表4-3墻重力荷載層號(hào)123層重ΣG（kN)11745.2111745.216570.15表4-4板重力荷載層號(hào)123層重ΣG（kN)4923.744880.777624.2活荷載下的重力荷載計(jì)算表4-5板活載重力荷載層號(hào)123層重ΣG（kN)4400.934374.72624.964.3重力荷載代表值計(jì)算表4-8重力荷載代表值計(jì)算荷載/層號(hào)123活載Gi4400.934374.72624.96恒載Gi20610.5120221.5217255.47重力荷載代表值∑Gi22810.9722408.8817567.954.4橫向框架的水平地震作用和位移計(jì)算4.4.1結(jié)構(gòu)基本自振周期以頂層為例說明：=740757.34kN/m=17567.95kN=17567.946/740757.338=0.024表4-9結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層次Gi

(kN)∑Gi

(kN)∑Di

(N/mm)Δui

(m)ui

(m)317567.9517567.95740757.340.0240.206222408.8839976.83740757.340.0540.182122810.9762787.8489477.250.1280.128結(jié)構(gòu)基本自振周期T1=1.7×0.65×0.20614.4.2橫向水平地震作用計(jì)算(1)地震影響系數(shù)地震影響系數(shù)為=0.450.5020.9(2)各層水平地震作用計(jì)算=0.073×53369.631=3895.98kN因?yàn)門1<1.4Tg，不需要考慮頂部附加水平地震力作用，故相應(yīng)于結(jié)構(gòu)基本自振周期的水平地震影響系數(shù)值為：=0=0=0×3895.983=0kN表4-10各層水平地震作用標(biāo)準(zhǔn)值計(jì)算與側(cè)移驗(yàn)算層號(hào)Gi

(kN)hi

(m)Hi

(m)GiHi

(kN·m)Fi

(kN)Vi

(kN)∑Di

(kN/m)Δui

(mm)Δui/hi317567.954.514.8260005.61625.651625.65740757.342.190222408.884.510.3230811.471443.123068.77740757.344.140.001122810.975.85.8132303.65827.213895.98489477.257.960.001（3）剪重比驗(yàn)算表4-11樓層地震剪重比計(jì)算表層號(hào)Gi

(kN)∑Gi

(m)Fi(kN)Vi(kN)λλ是否大于0.016317567.9517567.951625.651625.650.093是222408.8839976.831443.123068.770.077是122810.9762787.8827.213895.980.062是4.4.3橫向框架載水平地震作用下的內(nèi)力計(jì)算1.柱端彎矩及剪力計(jì)算表4-13A柱柱端彎矩及剪力計(jì)算層次hi

(m)Fi

(kN)Vi

(kN)Dij(kN/m)∑Dij

(kN/m)Vij(kN)yMbij(kN·m)Muij(kN·m)34.51625.651625.6517841.78740757.3439.161.250.41-72.24-103.9624.51443.123068.7717841.78740757.3473.911.250.47-156.33-176.2815.8827.213895.9812628.75489477.25100.521.620.6-349.8-233.2表4-14D柱柱端彎矩及剪力計(jì)算層次hi

(m)Fi

(kN)Vi

(kN)Dij(kN/m)∑Dij

(kN/m)Vij(kN)yMbij(kN·m)Muij(kN·m)34.51625.651625.6517841.78740757.3439.161.250.41-72.24-103.9624.51443.123068.7717841.78740757.3473.911.250.47-156.33-176.2815.8827.213895.9812628.75489477.25100.521.620.6-349.8-233.2表4-15B柱柱端彎矩及剪力計(jì)算層次hi

(m)Fi

(kN)Vi

(kN)Dij(kN/m)∑Dij

(kN/m)Vij(kN)yMbij(kN·m)Muij(kN·m)34.51625.651625.6524728.89740757.3454.272.30.45-109.9-134.3224.51443.123068.7724728.89740757.34102.452.30.5-230.5-230.515.8827.213895.9815068.15489477.25119.942.960.55-382.59-313.03表4-16C柱柱端彎矩及剪力計(jì)算層次hi

(m)Fi

(kN)Vi

(kN)Dij(kN/m)∑Dij

(kN/m)Vij(kN)yMbij(kN·m)Muij(kN·m)34.51625.651625.6524728.89740757.3454.272.30.45-109.9-134.3224.51443.123068.7724728.89740757.34102.452.30.5-230.5-230.515.8827.213895.9815068.15489477.25119.942.960.55-382.59-313.032.梁端彎矩及剪力計(jì)算表4-17梁端彎矩及剪力計(jì)算層號(hào)梁類別梁左端彎矩梁右端彎矩梁跨度梁上剪力kN.mkN.mmkN1AB梁389.53296.237-97.97BC梁247.31247.318.4-58.88CD梁296.23389.537-97.972AB梁248.53185.527-62.01BC梁154.88154.888.4-36.88CD梁185.52248.537-62.013AB梁103.9673.27-25.31BC梁61.1261.128.4-14.55CD梁73.2103.967-25.313.柱軸力計(jì)算表4-18柱軸力計(jì)算層號(hào)柱軸力N（kN)A柱B柱C柱D柱3-25.31-10.7610.7625.312-87.31-35.8935.8987.311-185.28-74.9774.97185.284.梁跨中彎矩計(jì)算表4-19梁跨中彎矩計(jì)算（kN.m）層號(hào)梁AB跨中梁BC跨中梁CD跨中315.380-15.38231.50-31.5146.650-46.655.繪制內(nèi)力圖(1)彎矩圖圖4-1水平地震作用下框架柱、梁彎矩圖(kN·m)(2)剪力圖圖4-2水平地震作用下梁柱剪力圖(kN)(3)軸力圖圖4-3水平地震作用下梁柱軸力圖(kN)4.5風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力和位移計(jì)算4.5.1橫向框架在風(fēng)荷載作用下的計(jì)算簡圖表4-20風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算層號(hào)離地高度BH313.9511.31.10.358.43.2513.6629.4511.310.358.44.517.214.9511.310.358.44.7218.06圖4-4風(fēng)荷載作用下的計(jì)算簡圖4.5.2橫向框架在風(fēng)荷載作用下的側(cè)移驗(yàn)算表4-21層間剪力及側(cè)移計(jì)算樓層是否小于限值1/550313.6613.6685141.330.160是217.230.8685141.330.3620是118.0648.9255393.780.8830是4.5.3橫向框架在風(fēng)荷載作用下的內(nèi)力計(jì)算1.柱端彎矩及剪力計(jì)算柱端彎矩及剪力計(jì)算過程見表4-22，表4-23，表4-24，表4-25。表4-22A柱柱端彎矩及剪力計(jì)算層次hi

(m)Fi

(kN)Vi

(kN)Dij(kN/m)∑Dij

(kN/m)Vij(kN)yMbij(kN·m)Muij(kN·m)34.513.6613.6617841.7885141.332.861.250.36-4.64-8.2424.517.230.8617841.7885141.336.471.250.46-13.39-15.7115.818.0648.9212628.7555393.7811.151.620.57-36.87-27.82表4-23D柱柱端彎矩及剪力計(jì)算層次hi

(m)Fi

(kN)Vi

(kN)Dij(kN/m)∑Dij

(kN/m)Vij(kN)yMbij(kN·m)Muij(kN·m)34.513.6613.6617841.7885141.332.861.250.36-4.64-8.2424.517.230.8617841.7885141.336.471.250.46-13.39-15.7115.818.0648.9212628.7555393.7811.151.620.57-36.87-27.82表4-24B柱柱端彎矩及剪力計(jì)算層次hi

(m)Fi

(kN)Vi

(kN)Dij(kN/m)∑Dij

(kN/m)Vij(kN)yMbij(kN·m)Muij(kN·m)34.513.6613.6624728.8985141.333.972.30.41-7.32-10.5424.517.230.8624728.8985141.338.962.30.45-18.15-22.1915.818.0648.9215068.1555393.7813.312.960.55-42.45-34.73表4-25C柱柱端彎矩及剪力計(jì)算層次hi

(m)Fi

(kN)Vi

(kN)Dij(kN/m)∑Dij

(kN/m)Vij(kN)yMbij(kN·m)Muij(kN·m)34.513.6613.6624728.8985141.333.972.30.41-7.32-10.5424.517.230.8624728.8985141.338.962.30.45-18.15-22.1915.818.0648.9215068.1555393.7813.312.960.55-42.45-34.732.梁端彎矩及剪力計(jì)算表4-26梁端彎矩及剪力計(jì)算層號(hào)梁類別梁左端彎矩梁右端彎矩梁跨度梁上剪力kN.mkN.mmkN1AB梁41.228.827-10BC梁24.0624.068.4-5.73CD梁28.8241.27-102AB梁20.3516.087-5.21BC梁13.4313.438.4-3.2CD梁16.0820.357-5.213AB梁8.245.747-2BC梁4.794.798.4-1.14CD梁5.748.247-23.柱軸力計(jì)算表4-27柱軸力計(jì)算層號(hào)柱軸力N（kN)A柱B柱C柱D柱3-2-0.860.85622-7.2-2.862.867.21-17.21-7.147.1417.214.梁跨中彎矩計(jì)算表4-28梁跨中彎矩計(jì)算（kN.m）層號(hào)梁AB跨中梁BC跨中梁CD跨中31.250-1.2522.140-2.1316.190-6.195.繪制內(nèi)力圖(1)彎矩圖圖4-5水平風(fēng)荷載作用下框架柱、梁彎矩圖(kN·m)(2)剪力圖圖4-6水平風(fēng)荷載作用下梁柱剪力圖(kN)(3)軸力圖圖4-7水平風(fēng)荷載作用下梁柱軸力圖(kN)5內(nèi)力組合5.1梁控制截面內(nèi)力標(biāo)準(zhǔn)值表5-1框架梁端控制截面內(nèi)力標(biāo)準(zhǔn)值樓面截面恒載內(nèi)力活載內(nèi)力地震內(nèi)力風(fēng)載內(nèi)力支座中心線支座邊緣支座中心線支座邊緣支座中心線支座邊緣支座支座中心線支座邊緣支座MVMVMVMVMMVMMV1-185.55211.01-122.25194.81-30.6630.93-21.3830.61389.53360.14-97.9741.238.2-10276.39-236.97205.3-220.7666.27-41.153.94-40.79296.23266.84-97.9728.8225.82-10-192.66132.75-152.84130.44-76.2446.3-62.3545.99247.31229.64-58.8824.0622.34-5.73192.66-132.75152.84-130.4476.24-46.362.35-45.99247.31229.64-58.8824.0622.34-5.73-276.39236.97-205.3220.76-66.2741.1-53.9440.79296.23266.84-97.9728.8225.82-10185.55-211.01122.25-194.8130.66-30.9321.38-30.61389.53360.14-97.9741.238.2-102-202.62213.75-138.49197.55-32.7331.37-23.3231.05248.53229.92-62.0120.3518.79-5.21274.27-234.23204-218.0265.25-40.6653.05-40.35185.52166.92-62.0116.0814.52-5.21-192.01132.75-152.19130.44-76.3346.3-62.4445.99154.88143.82-36.8813.4312.47-3.2192.01-132.75152.19-130.4476.33-46.362.44-45.99154.88143.82-36.8813.4312.47-3.2-274.27234.23-204218.02-65.2540.66-53.0540.35185.52166.92-62.0116.0814.52-5.21202.62-213.75138.49-197.5532.73-31.3723.32-31.05248.53229.92-62.0120.3518.79-5.213-67.7568.79-47.1166.69-7.254.89-5.784.85103.9696.36-25.318.247.65-2159.62-95.04131.1-92.939.01-5.47.39-5.3573.265.61-25.315.745.14-2-161.13103.77-130101.67-11.826.62-9.836.5761.1256.75-14.554.794.45-1.14161.13-103.77130-101.6711.82-6.629.83-6.5761.1256.75-14.554.794.45-1.14-159.6295.04-131.192.93-9.015.4-7.395.3573.265.61-25.315.745.14-267.75-68.7947.11-66.697.25-4.895.78-4.85103.9696.36-25.318.247.65-25.2梁內(nèi)力組合與內(nèi)力調(diào)整（1）跨中彎矩平衡計(jì)算以一層AB跨恒載平衡計(jì)算為例恒載AB跨：=52.884×=204.27其余計(jì)算結(jié)果見表5-2。表5-2梁端彎矩調(diào)幅平衡后的梁跨中彎矩層號(hào)跨中位置內(nèi)力恒載活載1AB跨中M(kN.m)204.2735.31BC跨中M(kN.m)158.4850.86CD跨中M(kN.m)204.2735.312AB跨中M(kN.m)197.9234.87BC跨中M(kN.m)159.0350.78CD跨中M(kN.m)197.9234.873AB跨中M(kN.m)70.064.02BC跨中M(kN.m)112.916.48CD跨中M(kN.m)70.064.02（2）梁端彎矩調(diào)幅后，重新計(jì)算的跨中彎矩組合以組合1.3恒載+1.5活載+1.5×0.6左風(fēng)為例進(jìn)行計(jì)算說明不考慮地震作用時(shí)：②：③：④：⑤：⑥：考慮地震作用時(shí)：⑾：⑿：以一層AB跨計(jì)算為例Mc=1.3×204.271+1.5×35.313+1.5×0.6×6.19=324.09其余結(jié)果見表5-4表5-4梁跨中內(nèi)力組合層號(hào)截面內(nèi)力②③④⑤⑥⑾⑿1AB跨中M324.09312.95311.92293.35318.52353.82223.19BC跨中M282.31282.31259.42259.42282.31239.08239.08CD跨中M312.95324.09293.35311.92318.52223.19353.822AB跨中M311.52307.68297.11290.7309.6324.06235.85BC跨中M282.91282.91260.06260.06282.91239.75239.75CD跨中M307.68311.52290.7297.11309.6235.85324.063AB跨中M98.2495.9997.1893.4397.11115.2272.17BC跨中M156.49156.49153.58153.58156.49150.99150.99CD跨中M95.9998.2493.4397.1897.1172.17115.225.2.1框架梁內(nèi)力值表5-5框架梁內(nèi)力值樓層截面恒載內(nèi)力SGK活載內(nèi)力SQK風(fēng)載內(nèi)力SWE地震載內(nèi)力SEK左風(fēng)右風(fēng)左震右震0.85MV0.85MVMVMVMVMV1支座A-103.91194.81-18.1830.6138.2-10-38.210360.14-97.97-360.1497.97Bl174.5-220.7645.85-40.7925.82-10-25.8210266.84-97.97-266.8497.97Br-129.91130.44-5345.9922.34-5.73-22.345.73229.64-58.88-229.6458.88Cl129.91-130.4453-45.9922.34-5.73-22.345.73229.64-58.88-229.6458.88Cr-174.5220.76-45.8540.7925.82-10-25.8210266.84-97.97-266.8497.97D103.91-194.8118.18-30.6138.2-10-38.210360.14-97.97-360.1497.97跨中MAB204.2735.316.19-6.1946.65-46.65MBC158.4850.860000MCD204.2735.31-6.196.19-46.6546.652支座A-117.72197.55-19.8231.0518.79-5.21-18.795.21229.92-62.01-229.9262.01Bl173.4-218.0245.09-40.3514.52-5.21-14.525.21166.92-62.01-166.9262.01Br-129.36130.44-53.0745.9912.47-3.2-12.473.2143.82-36.88-143.8236.88Cl129.36-130.4453.07-45.9912.47-3.2-12.473.2143.82-36.88-143.8236.88Cr-173.4218.02-45.0940.3514.52-5.21-14.525.21166.92-62.01-166.9262.01D117.72-197.5519.82-31.0518.79-5.21-18.795.21229.92-62.01-229.9262.01跨中MAB197.9234.872.14-2.1431.5-31.5MBC159.0350.780000MCD197.9234.87-2.132.13-31.531.53支座A-40.0466.69-4.914.857.65-2-7.65296.36-25.31-96.3625.31Bl111.44-92.936.28-5.355.14-2-5.14265.61-25.31-65.6125.31Br-110.5101.67-8.366.574.45-1.14-4.451.1456.75-14.55-56.7514.55Cl110.5-101.678.36-6.574.45-1.14-4.451.1456.75-14.55-56.7514.55Cr-111.4492.93-6.285.355.14-2-5.14265.61-25.31-65.6125.31D40.04-66.694.91-4.857.65-2-7.65296.36-25.31-96.3625.31跨中MAB70.064.021.25-1.2515.38-15.38MBC112.916.480000MCD70.064.02-1.251.25-15.3815.385.2.2框架梁內(nèi)力組合值表5-6框架梁內(nèi)力組合值（1）樓層截面1.3SGK+1.5SQK+1.5*0.6SWE1.3SGK+1.5*0.7SQK+1.5SWE1.3SGK+1.5SQK左右左右MVMVMVMVMV-107.27109.971支座A-127.97290.17-196.73308.17-96.87270.39-211.47300.4-162.35299.17Bl318.87-357.18272.39-339.17313.73-344.82236.26-314.81295.63-348.17Br-228.27233.41-268.49243.72-191.01209.28-258.05226.46-248.38238.56Cl268.49-243.72228.27-233.41258.05-226.46191.02-209.27248.38-238.56Cr-272.39339.17-318.87357.18-236.26314.81-313.73344.82-295.63348.17D196.73-308.17127.97-290.17211.47-300.496.87-270.39162.35-299.17跨中MAB324.09312.95311.92293.35318.52MBC282.31282.31259.42259.42282.31MCD312.95324.09293.35311.92318.522支座A-165.85298.71-199.68308.08-145.66281.61-202.03297.23-182.76303.39Bl306.13-348.63280-339.26294.55-333.6250.99-317.98293.06-343.95Br-236.55235.69-259241.44-205.19213.07-242.59222.66-247.77238.56Cl259-241.44236.56-235.69242.6-222.66205.19-213.07247.78-238.56Cr-279.99339.26-306.13348.63-250.99317.98-294.55333.6-293.06343.95D199.68-308.08165.85-298.71202.03-297.23145.66-281.61182.76-303.39跨中MAB311.52307.68297.11290.7309.6MBC282.91282.91260.06260.06282.91MCD307.68311.52290.7297.11309.63支座A-52.5492.17-66.3195.76-45.7588.78-68.6894.78-59.4293.96Bl158.92-130.64149.66-127.04159.18-129.43143.75-123.43154.29-128.84Br-152.18141-160.19143.05-145.75137.35-159.1140.78-156.19142.03Cl160.19-143.05152.18-141159.1-140.78145.75-137.35156.19-142.03Cr-149.66127.04-158.92130.64-143.75123.43-159.18129.43-154.29128.84D66.31-95.7652.55-92.1768.69-94.7845.75-88.7859.43-93.96跨中MAB98.2495.9997.1893.4397.11MBC156.49156.49153.58153.58156.49MCD95.9998.2493.4397.1897.11表5-6框架梁內(nèi)力組合值（2）樓層截面1.3（SGK+0.5×SQK）+1.4SEK左右MVMV1支座A357.3136-651.1410.3Bl630.23-450.65-116.91-176.35Br118.17117.04-524.83281.91Cl524.83-281.91-118.17-117.04Cr116.91176.35-630.23450.65D651.1-410.3-357.3-136跨中MAB353.82223.19MBC239.08239.08MCD223.19353.822支座A155.98190.19-487.81363.81Bl488.42-396.4621.05-222.84Br-1.32147.84-404.01251.1Cl404.01-251.11.32-147.84Cr-21.05222.84-488.42396.46D487.81-363.81-155.98-190.19跨中MAB324.06235.85MBC239.75239.75MCD235.85324.063支座A79.6654.41-190.16125.28Bl240.81-159.7257.1-88.86Br-69.63116.07-228.53156.81Cl228.53-156.8169.63-116.07Cr-57.188.86-240.81159.72D190.16-125.28-79.66-54.41跨中MAB115.2272.17MBC150.99150.99MCD72.17115.225.2.3框架梁強(qiáng)剪弱彎調(diào)整以第一層計(jì)算為例：AB跨：VGb=1.1×52.884+7.938×1?0.281VA=VB左=?1.1×357.299+630.227/6.4?244.934其余計(jì)算結(jié)果見表5-7表5-7框架梁強(qiáng)剪弱彎調(diào)整表樓層截面1.3（SGK+0.5×SQK）+1.4SEKl0VGb1.3（SGK+0.5×SQK）+1.4SEKVM左M右左右1支座A357.3-651.16.4244.93-352.46376.94Bl630.23-116.91Br118.17-524.837.8162.71-253.39253.39Cl524.83-118.17Cr116.91-630.236.4244.93-376.94414.67D651.1-357.3跨中MAB353.82223.19MBC239.08239.08MCD223.19353.822支座A155.98-487.816.4244.93-302.34325.16Bl488.4221.05Br-1.32-404.017.8162.71-219.5219.5Cl404.011.32Cr-21.05-488.426.4244.93-325.16355.69D487.81-155.98跨中MAB324.06235.85MBC239.75239.75MCD235.85324.063支座A79.66-190.166.486.78-120.58109.65Bl240.8157.1Br-69.63-228.537.8111.58-133.99133.99Cl228.5369.63Cr-57.1-240.816.486.78-109.65141.86D190.16-79.66跨中MAB115.2272.17MBC150.99150.99MCD72.17115.225.2.4框架梁抗震內(nèi)力組合設(shè)計(jì)值表5-8框架梁抗震內(nèi)力組合設(shè)計(jì)值樓層截面地震設(shè)計(jì)狀況yRE(1.3SGE+1.4SEHK)左右yREMyREVyREMyREV1支座A267.97-352.46-488.32320.4Bl472.67-87.69Br88.63-215.38-393.62215.38Cl393.62-88.62Cr87.69-320.4-472.67352.46D488.32-267.97跨中MAB265.37167.39MBC179.31179.31MCD167.4265.362支座A116.98-302.34-365.86276.38Bl366.3115.79Br-0.99-186.58-303.01186.58Cl303.010.99Cr-15.79-276.38-366.31302.34D365.86-116.98跨中MAB243.05176.89MBC179.81179.81MCD176.89243.053支座A59.74-120.58-142.6293.2Bl180.642.82Br-52.23-113.89-171.4113.89Cl171.452.23Cr-42.82-93.2-180.6120.58D142.62-59.74跨中MAB86.4254.13MBC113.24113.24MCD54.1286.425.3柱內(nèi)力組合與內(nèi)力調(diào)整5.3.1框架柱內(nèi)力值表5-9框架A柱內(nèi)力值樓層截面恒載內(nèi)力SGK活載內(nèi)力SQK風(fēng)載內(nèi)力SWE地震荷載SEK左右左右1上端M62.99.99-27.8227.82-233.2233.2N1805.66210.52-17.2117.21-185.28185.28下端M34.676.51-36.8736.87-349.8349.8N1855.96210.52-17.2117.21-185.28185.28V-16.82-2.8411.15-11.15100.52-100.522上端M111.3419.75-15.7115.71-176.28176.28N1006.75112.7-7.27.2-87.3187.31下端M122.6620.68-13.3913.39-156.33156.33N1044.1112.7-7.27.2-87.3187.31V-52-8.986.47-6.4773.91-73.913上端M67.757.25-8.248.24-103.96103.96N242.4414.45-22-25.3125.31下端M91.2812.97-4.644.64-72.2472.24N279.7914.45-22-25.3125.31V-35.34-4.492.86-2.8639.16-39.16表5-9框架B柱內(nèi)力值樓層截面恒載內(nèi)力SGK活載內(nèi)力SQK風(fēng)載內(nèi)力SWE地震荷載SEK左右左右1上端M-31.173.03-34.7334.73-313.03313.03N2467.45462.01-7.147.14-74.9774.97下端M-10.132.48-42.4542.45-382.59382.59N2517.75462.01-7.147.14-74.9774.97V7.12-0.9513.31-13.31119.94-119.942上端M-51.886.86-22.1922.19-230.5230.5N1442.94245.98-2.862.86-35.8935.89下端M-52.566.94-18.1518.15-230.5230.5N1480.29245.98-2.862.86-35.8935.89V23.21-3.078.96-8.96102.45-102.453上端M1.522.81-10.5410.54-134.32134.32N458.5130.39-0.860.856-10.7610.76下端M-30.394.22-7.327.32-109.9109.9N495.8630.39-0.860.856-10.7610.76V6.42-1.563.97-3.9754.27-54.27表5-9框架C柱內(nèi)力值樓層截面恒載內(nèi)力SGK活載內(nèi)力SQK風(fēng)載內(nèi)力SWE地震荷載SEK左右左右1上端M31.17-3.03-34.7334.73-313.03313.03N2467.45462.017.14-7.1474.97-74.97下端M10.13-2.48-42.4542.45-382.59382.59N2517.75462.017.14-7.1474.97-74.97V-7.120.95113.31-13.31119.94-119.942上端M51.88-6.86-22.1922.19-230.5230.5N1442.94245.982.86-2.8635.89-35.89下端M52.56-6.94-18.1518.15-230.5230.5N1480.29245.982.86-2.8635.89-35.89V-23.213.078.96-8.96102.45-102.453上端M-1.52-2.81-10.5410.54-134.32134.32N458.5130.390.856-0.8610.76-10.76下端M30.38-4.22-7.327.32-109.9109.9N495.8630.390.856-0.8610.76-10.76V-6.421.563.97-3.9754.27-54.27表5-9框架D柱內(nèi)力值樓層截面恒載內(nèi)力SGK活載內(nèi)力SQK風(fēng)載內(nèi)力SWE地震荷載SEK左右左右1上端M-62.9-9.99-27.8227.82-233.2233.2N1805.66210.5217.21-17.21185.28-185.28下端M-34.67-6.51-36.8736.87-349.8349.8N1855.96210.5217.21-17.21185.28-185.28V16.822.8411.15-11.15100.52-100.522上端M-111.34-19.75-15.7115.71-176.28176.28N1006.75112.77.2-7.287.31-87.31下端M-122.66-20.68-13.3913.39-156.33156.33N1044.1112.77.2-7.287.31-87.31V528.986.47-6.4773.91-73.913上端M-67.75-7.25-8.248.24-103.96103.96N242.4414.452-225.31-25.31下端M-91.28-12.97-4.644.64-72.2472.24N279.7914.452-225.31-25.31V35.344.492.86-2.8639.16-39.165.3.2框架柱組合值表5-9框架A柱內(nèi)力組合值樓層截面1.3SGK+1.5SQK+1.5*0.6SWE1.3SGK+1.5*0.7SQK+1.5SWE1.3SGK+1.5SQK1.3（SGK+0.5×SQK）+1.4SEK左右左右左右1上端M71.71121.7850.53133.9896.75-238.22414.74N2647.652678.622542.62594.222663.142224.812743.59下端M21.6488.02-3.41107.2154.83-440.43539.02N2713.042744.012607.982659.62728.532290.22808.98V-16.1-36.17-8.12-41.58-26.14117.01-164.442上端M160.23188.51141.91189.05174.37-89.22404.38N1471.351484.311416.311437.921477.831259.791504.27下端M178.42202.51161.08201.24190.47-45.97391.75N1519.91532.871464.861486.471526.381308.351552.83V-75.25-86.89-67.33-86.73-81.0730.04-176.923上端M91.52106.3683.31108.0598.94-52.76238.32N335.05338.65327.35333.34336.85289.13360下端M133.96142.3125.33139.25138.1325.96228.24N383.61387.2375.9381.9385.4337.69408.55V-50.11-55.26-46.37-54.95-52.685.95-103.68表5-10框架B柱內(nèi)力組合值樓層截面1.3SGK+1.5SQK+1.5*0.6SWE1.3SGK+1.5*0.7SQK+1.5SWE1.3SGK+1.5SQK1.3（SGK+0.5×SQK）+1.4SEK左右左右左右1上端M-67.23-4.71-89.4414.76-35.98-476.79399.69N3894.283907.133682.093703.513900.73403.043612.95下端M-47.6528.76-74.2453.12-9.44-547.19524.07N3959.663972.513747.483768.893966.093468.433678.34V19.81-4.1528.22-11.77.83176.55-159.272上端M-77.12-37.19-93.52-26.96-57.15-385.69259.72N2242.212247.362129.82138.392244.781985.462085.95下端M-74.26-41.58-88.27-33.81-57.92-386.52258.89N2290.762295.922178.352186.952293.342034.022134.5V33.6417.540.413.5125.57171.6-115.253上端M-3.2915.68-10.8820.736.19-184.24191.85N640.87642.41626.69629.25641.64600.75630.88下端M-39.76-26.58-46.05-24.09-33.17-190.61117.1N689.43690.97675.24677.81690.2649.31679.43V9.572.4212.650.745683.3-68.65表5-11框架C柱內(nèi)力組合值樓層截面1.3SGK+1.5SQK+1.5*0.6SWE1.3SGK+1.5*0.7SQK+1.5SWE1.3SGK+1.5SQK1.3（SGK+0.5×SQK）+1.4SEK左右左右左右1上端M4.7167.23-14.7789.4435.97-399.69476.79N3907.133894.283703.513682.093900.73612.953403.04下端M-28.7647.65-53.1274.249.45-524.07547.19N3972.513959.663768.893747.483966.093678.343468.43V4.15-19.8111.71-28.22-7.83159.27-176.552上端M37.1977.1226.9693.5257.15-259.72385.69N2247.362242.212138.392129.82244.782085.951985.46下端M41.5874.2633.8188.2757.92-258.89386.52N2295.922290.762186.952178.352293.342134.52034.02V-17.5-33.64-13.51-40.4-25.57115.25-171.63上端M-15.673.29-20.7310.88-6.19-191.84184.25N642.41640.87629.25626.69641.64630.88600.75下端M26.5839.7624.0846.0533.17-117.1190.61N690.97689.43677.81675.24690.2679.43649.31V-2.42-9.57-0.74-12.65-668.65-83.3表5-12框架D柱內(nèi)力組合值樓層截面1.3SGK+1.5SQK+1.5*0.6SWE1.3SGK+1.5*0.7SQK+1.5SWE1.3SGK+1.5SQK1.3（SGK+0.5×SQK）+1.4SEK左右左右左右1上端M-121.78-71.71-133.98-50.53-96.75-414.74238.22N2678.622647.652594.222542.62663.142743.592224.81下端M-88.01-21.64-107.213.41-54.83-539.02440.43N2744.012713.042659.62607.982728.532808.982290.2V36.1716.141.588.1226.14164.44-117.012上端M-188.51-160.23-189.05-141.91-174.37-404.3889.22N1484.311471.351437.921416.311477.831504.271259.79下端M-202.51-178.42-201.24-161.08-190.46-391.7545.97N1532.871519.91486.471464.861526.381552.831308.35V86.8975.2586.7367.3381.07176.92-30.043上端M-106.36-91.52-108.05-83.31-98.94-238.3252.76N338.65335.05333.34327.35336.85360289.13下端M-142.3-133.95-139.25-125.33-138.13-228.24-25.96N387.2383.61381.9375.9385.4408.55337.69V55.2650.1154.9546.3752.68103.68-5.955.3.3強(qiáng)柱弱梁與強(qiáng)剪弱彎調(diào)整以左震組合1.3SGE+1.4SEHK作用下底層A柱計(jì)算為例。1.柱端組合的彎矩設(shè)計(jì)值調(diào)整柱下端M=-440.43，柱上端M=-238.22,在該組合下，柱上端節(jié)點(diǎn)右側(cè)的梁端彎矩為M=357.3,相應(yīng)的二層柱下端的彎矩為-45.97。根據(jù)“強(qiáng)柱弱梁”原則，調(diào)整柱端彎矩：調(diào)整后柱下端彎矩：M=-440.43調(diào)整后柱上端未分配時(shí)總的彎矩值：=1.3×0+357.299=464.49對(duì)根據(jù)節(jié)點(diǎn)上、下柱端的比進(jìn)行分配：調(diào)整后柱上端彎矩：M=IF?389.358>2.柱端組合剪力設(shè)計(jì)值調(diào)整A柱：=1.2×?572.552?389.358/5.05=-228.57其余計(jì)算結(jié)果見表5-13。表5-13框架A柱彎矩與剪力調(diào)整樓層截面1.3SGE+1.4SEHK1.3SGE+1.4SEHK1.3SGE+1.4SEHKHn1.3SGE+1.4SEHK軸壓比N/fcA柱端彎矩調(diào)整V左右左右左右左右1上端M-238.22414.740.3240.399-389.36435.285.05-228.57269.94N2224.812743.59下端M-440.43539.020.3330.409-572.55700.73N2290.22808.982上端M30.04-176.920.1830.219-157.06405.363.75-74.3261.28N-89.22404.38下端M1259.791504.270.190.226-75.13411.15N-45.97391.753上端M337.69408.550.0420.052-103.56247.213.75-18.51152.32N5.95-103.68下端M-52.76238.320.0490.05945.71228.79N289.133606框架梁柱截面設(shè)計(jì)6.1框架梁截面設(shè)計(jì)6.1.1梁正截面受彎承載力計(jì)算(1)截面類型：以第一層梁AB跨中為例=MIN7×1000/3MIN8.4×1000/28.4×1000/2==1×19.1×2330×130×710?130/2/1000000=3731.58=0.75×391.198=293.4<故屬于第一種T型截面。①1層A端從內(nèi)力組合表中選擇=488.32；=488.322×106/1×19.1×300×=1?1?2×0.1690.5=0.186<=0.518=0.186×710=132.06<=80mm=488.322×106/360×=MAX0.0025=0.003=0.0275鋼筋選擇為4C25，AS=1964mm2，=1964/300×710=0.009，滿足配筋要求。②1層AB跨中從內(nèi)力組合表中選擇=293.4；=293.399×106/1×19.1×2330×=1?1?2×0.0130.5=0.013<=0.518=0.013×710=9.23<=80mm=293.399×106/360×710?40=MAX0.002=0.002=0.0275鋼筋選擇為4C25，AS=1964mm2，=1964/300×710=0.009，滿足配筋要求。其余計(jì)算配筋結(jié)果見表6-1。表6-1梁的正截面配筋層號(hào)截面計(jì)算配筋選用配筋實(shí)際配筋配筋要求1A488.323002106.394C2519640.0090.0030.0275滿足AB跨中293.423301216.414C2519640.0090.0020.0275滿足B左472.673002032.154C2519640.0090.0030.0275滿足B右393.623001662.174C2519640.0090.0030.0275滿足BC跨中179.312800743.44C2519640.0090.0020.0275滿足C左393.623001662.174C2519640.0090.0030.0275滿足C右472.673002032.154C2519640.0090.0030.0275滿足CD跨中293.423301216.414C2519640.0090.0020.0275滿足D488.323002106.394C2519640.0090.0030.0275滿足6.1.2梁斜截面受剪承載力計(jì)算(1)斜截面驗(yàn)算：以第一層梁A-B左端為例進(jìn)行計(jì)算梁跨度L=7m，梁截面高h(yuǎn)=0.75m跨高比L/h=7/0.75=9.33滿足跨高比要求V=414.67kN=0.2×1×19.1×300×710/0.85×1000=957.25kN截面尺寸滿足要求。取=414.67kN=0.42×1.71×300×710/1000=152.98kN<Asv/S==0.78/300=0.003最小配箍率=0.26×1.71/360=0.001加密區(qū)選擇箍筋C8@100(4)=201/100×300=0.007符合配箍要求。加密區(qū)長度l=MAX1.5×750500=非加密區(qū)選擇箍筋C8@150(4)=201/150×300=0.004符合配箍要求。其余計(jì)算結(jié)果見表6-2表6-2梁斜截面配筋層號(hào)截面V(kN)0.42ftbho(kN)Asv/s(mm2/mm)梁加密區(qū)梁非加密區(qū)配筋配箍要求加密區(qū)長度（mm）配筋配箍要求1A-B左414.67152.980.780.0030.001C8@100(4)0.007滿足1125C8@150(4)0.004滿足B右-C左253.39152.980.2440.0010.001C8@100(4)0.007滿足1125C8@150(4)0.004滿足C右-D左414.67152.980.780.0030.001C8@100(4)0.007滿足1125C8@150(4)0.004滿足6.2框架柱截面設(shè)計(jì)6.2.1柱正截面受壓承載力計(jì)算(1)P-?二階效應(yīng)以第一層A柱為例，取|Mmax|及相應(yīng)的N組合進(jìn)行計(jì)算取|Mmax|及相應(yīng)的N組合M1=348.222，M2=560.584,彎矩方向同向，故不需要考慮件自身撓曲變形的影響最終彎矩M2取絕對(duì)值為560.58，M1取絕對(duì)值為348.22。(2)柱正截面配筋計(jì)算：以第一層A柱為例，取|Mmax|及相應(yīng)的N組合進(jìn)行計(jì)算40mmh0=600?40=560mm=560.584×1000/2247.183=249.46mmea=MAX6003020e=249.461+20+600/2?40=529.46mm=2247.183×1000/1×19.1×600=196.09mm==290.08mm判斷類型為大偏壓=196.089/560=0.35=0.35×560=196>=80mm==2247.183×1000×529.461?1×19.1×600×196×560?0.5×196/360×560?40=選用配筋6C25，實(shí)際配筋=2945mm2=2945/600×600=0.008滿足配筋要求。其余計(jì)算結(jié)果見表6-3。表6-3柱正截面配筋柱號(hào)樓層組合性質(zhì)彎矩M（kN.m）軸力N(kN)AS=AS'(mm2)配筋情況選配鋼筋實(shí)際配筋（mm2）配筋率最小配筋率ρmin是否滿足要求A柱1|MMAX|、N560.582247.18812.34812.346C2529450.0080.002滿足Nmin、M469.871321.22938.77938.776C2529450.0080.002滿足Nmax、M560.582247.18812.34812.346C2529450.0080.002滿足2|MMAX|、N328.921242.26251.99251.996C2529450.0080.002滿足Nmin、M184.46705.6480.780.76C2529450.0080.002滿足Nmax、M328.921242.26251.99251.996C2529450.0080.002滿足3|MMAX|、N185.41306.42597.57597.576C2529450.0080.002滿足Nmin、M90.1160.68275.31275.316C2529450.0080.002滿足Nmax、M185.41306.42597.57597.576C2529450.0080.002滿足6.2.2柱斜截面受剪承載力計(jì)算以第1層A軸柱為例。剪力V=229.45kN，相應(yīng)的軸力取N=2808.98kN驗(yàn)算截面尺寸；=1/0.85×0.2×1×19.1×600×600?40/1000=1510.02kN截面尺寸符合要求。=2808.98kN>=0.3×19.1×600×600/1000=2062.8kN取N=2062.8kN539.023×1000/164.442×560=5.85>3取=3=229.451=-0.18mm2/mm=MAX0.09×19.1/3600.004=最小=MAX0.09×19.1/3600.004=加密區(qū)選用配筋C10@100(4)加密區(qū)=600+600?40×4=0.012加密區(qū)長度：MAX6005800?7503滿足配箍要求。非加密區(qū)選用配筋C10@200(4)非加密區(qū)=600+600?40×4=0.006滿足配箍要求。其余計(jì)算結(jié)果見表6-4。表6-4柱斜截面配筋柱號(hào)層號(hào)V(KN)N(KN)截面要求ASV/S體積配箍率ρ最小體積配箍率ρmin柱加密區(qū)柱非加密區(qū)配筋體積配箍率配箍要求加密區(qū)長度配筋體積配箍率配箍要求A柱1229.452808.98滿足-0.180.0050.005C10@100(4)0.012滿足1683.33C10@200(4)0.006滿足2222.091552.83滿足-0.080.0040.004C10@100(4)0.012滿足625C10@200(4)0.006滿足3129.47408.55滿足-0.220.0040.004C10@100(4)0.012滿足625C10@200(4)0.006滿足6.3框架梁柱節(jié)點(diǎn)核心區(qū)截面抗震驗(yàn)算以第一層框架邊節(jié)點(diǎn)A為例取=0.04m=0.75m=0.75?0.04=0.71m=5.8×1?0.6+4.5×0.47=4.43=651.1節(jié)點(diǎn)核心區(qū)剪力計(jì)算=1.2×651.096×=954.12kNbj=0.6=0.6mhj=0.6m=0.3×1×19.1×1000×0.6×0.6/0.85=2426.82kN滿足截面要求。（6-1）N=2290.2kN=0.5×19.1×1000×0.6×0.6=3438kN最終取值N=2290.2kN選用配筋C10@100(4)Vju=1.1×1×1.71×1000×0.6×0.6+0.05×1×2290.195×0.6/0.6+360×314.159×0.001×=1822.85kN其余計(jì)算結(jié)果見表6-14。表6-14梁柱節(jié)點(diǎn)核心區(qū)驗(yàn)算層號(hào)類別最終配筋驗(yàn)算要求1A柱0-651.1651.10.750.714.43954.120.60.62426.822290.2C10@100(4)1822.85滿足B柱630.23118.17748.390.750.714.861121.90.60.62426.823438C10@100(4)1890.37滿足C柱-118.17-630.23748.390.750.714.861121.90.60.62426.823438C10@100(4)1890.37滿足D柱651.10651.10.750.714.43954.120.60.62426.822290.2C10@100(4)1822.85滿足6.4框架柱剪跨比與軸壓比驗(yàn)算表6-15剪跨比與軸壓比驗(yàn)算柱號(hào)層號(hào)抗震組合是否滿足>2是否滿足<0.85A柱1539.02164.442808.985.85滿足0.409滿足2404.38176.921552.834.08滿足0.226滿足3238.32103.68408.554.11滿足0.059滿足7基礎(chǔ)設(shè)計(jì)內(nèi)力組合：（1）采用標(biāo)準(zhǔn)組合時(shí)，考慮以下幾種組合：①：1.0恒+1.0活+1.0×0.6左風(fēng)②：1.0恒+1.0活+1.0×0.6右風(fēng)③：1.0恒+1.0×0.7活+1.0左風(fēng)④：1.0恒+1.0×0.7活+1.0右風(fēng)（2）采用基本組合時(shí)，考慮以下幾種組合：⑤：1.3恒+1.5活+1.5×0.6左風(fēng)⑥：1.3恒+1.5活+1.5×0.6右風(fēng)彎矩與剪力以順時(shí)針為正，軸力以受壓為正。組合結(jié)果見表7-1。表7-1基礎(chǔ)頂面內(nèi)力組合柱號(hào)內(nèi)力工況標(biāo)準(zhǔn)組合基本組合恒載活載左風(fēng)右風(fēng)①②③④⑤⑥A柱N1855.96210.52-17.2117.212056.162076.81986.122020.532618.312649.28M34.676.51-36.8736.8719.0563.32.3576.118.7285.09V-16.82-2.8411.15-11.15-12.97-26.36-7.66-29.97-14.82-34.89B柱N2517.75462.01-7.147.142975.482984.042834.022848.33751.763764.61M-10.132.48-42.4542.45-33.1217.82-50.8434.06-48.7727.65V7.12-0.9513.31-13.3114.15-1.8119.76-6.8520.24-3.72C柱N2517.75462.017.14-7.142984.042975.482848.32834.023764.613751.76M10.13-2.48-42.4542.45-17.8233.12-34.0650.85-27.6448.77V-7.120.95113.31-13.311.82-14.156.85-19.763.72-20.23D柱N1855.96210.5217.21-17.212076.82056.162020.531986.122649.282618.31M-34.67-6.51-36.8736.87-63.3-19.05-76.09-2.35-85.09-18.72V16.822.8411.15-11.1526.3612.9729.977.6634.8914.827.1A軸基礎(chǔ)設(shè)計(jì)A柱采用雙臺(tái)階式獨(dú)立基礎(chǔ)，取第一層臺(tái)階高度為0.5m，第二層臺(tái)階高度為0.5m。7.1.1基礎(chǔ)尺寸及埋置深度基礎(chǔ)埋置深度為d=0.5+0.5+?1×?1.3?0.45=1.85mm按軸心受壓基礎(chǔ)初步確定基礎(chǔ)底面尺寸：γm=0.6×17.2+1.85?0.6×17.8/1.85=200+1.6×1.85?0.5×17.605=238.03基礎(chǔ)的底面積為：=2076.803/238.027?20×1.85+0.45+1.852=10.57考慮偏心作用，將基底面積按20%增大，即A=1.2×10.568=12.68m2初步選擇基礎(chǔ)底面尺寸為b×l=3.6m×3.6m因b>3，地基承載力特征值需要修正，修正如下：fa=200+0.3×17.8×圖7-1基礎(chǔ)尺寸圖7.1.2基底壓力計(jì)算基礎(chǔ)回填土重=20×1.85×2+0.452×3.6×3.6=63.299+26.358×1/2076.803+537.84=0.034m<=3.6/6=0.6m=2076.803+537.84×1+6×0.034/3.6/=2076.803+537.84/3.6×3.6=201.75持力層驗(yàn)算：=201.75kpa=241.23kpa=213.18kpa=1.2×241.231=289.48kpa均滿足要求。7.1.3基礎(chǔ)高度驗(yàn)算柱邊截面抗沖切驗(yàn)算計(jì)算基底凈反力：凈偏心距：=85.087+34.892×1/2649.28=0.045m基礎(chǔ)邊緣的最大和最小凈反力：=2649.28×1+6×0.045/3.6/3.6×3.6=219.75=2649.28×1?6×0.045/3.6/3.6×3.6已知基礎(chǔ)的長l=3.6m，寬b=3.6m，柱子截面長ac=0.6m，寬bc=0.6m。將基礎(chǔ)從上至下分為0.5m和0.5m兩個(gè)臺(tái)階。取as=40mm，所以整個(gè)基礎(chǔ)的有效高度：h0=h-as=1?0.04=0.96m。因?yàn)閎=3.6m>bc+2h0=0.6+2×0.96=2.52mAl=3.6/2?0.6/2?0.96=1.65m2A2=0.6+0.96×0.96=1.5m2=219.751×1.652=363.03kN=12800?1×1000/12000=0.983抗沖切力：=363.03kN=0.7×0.983×1.71×1000×1.498=1762.62kN滿足要求。第二階：h=0.5m，h010.5?0.04=0.46m，a1=1.8m，b1=1.8m變階處截面：因?yàn)閎=3.6m>bc+2h0=1.8+2×0.46=2.72mAl=3.6/2?1.8/2?0.46=1.39m2A2=1.8+0.46=1.04m2=219.751×