內(nèi)力組合計算表

1、附附表表一一：框框架架梁梁的的內(nèi)內(nèi)力力組組合合表表 層 次控制截面 不利內(nèi)力恒載活載左風載右風載左震右震SGKSQKSWK（左）SWK（右）SEK（左）SEK（右） 六 層AM-41.81-5.353.58-3.5848.77-48.77V66.668.64-0.640.64-8.768.76B 左M228.6128.452.20-2.2030.04-30.04V-108.18-10.90-0.640.64-8.768.76B 右M-231.17-30.232.20-2.2030.04-30.04V116.6317.13-0.640.64-8.768.76CM40.066.903.58-3.5

2、848.77-48.77V-60.77-9.35-0.640.64-8.768.76跨 間MAB145.9917.890.69-0.699.37-9.37MBC107.5626.90-0.690.69-9.379.37 五 層AM-128.04-38.6112.55-12.55128.45-128.45V114.2134.16-2.332.33-23.7423.74B 左M324.1488.038.38-8.3885.18-85.18V-157.73-41.79-2.332.33-23.7423.74B 右M-359.42-92.138.38-8.3885.18-85.18V190.5345.

3、97-2.332.33-23.7423.74CM151.9137.1612.55-12.55128.45-128.45V-127.03-33.87-2.332.33-23.7423.74跨 間MAB161.1170.092.09-2.0921.64-21.64MBC186.8959.04-2.092.09-21.6421.64 四 層AM-151.31-47.9522.77-22.77191.15-191.15V118.6535.58-4.314.31-36.2536.25B 左M307.4184.4016.02-16.02135.07-135.07V-153.29-40.49-4.314.3

4、1-36.2536.25B 右M-350.97-89.2516.02-16.02135.07-135.07V186.0148.36-4.314.31-36.2536.25CM184.1546.0622.77-22.77191.15-191.15V-131.55-33.35-4.314.31-36.2536.25跨 間MAB157.8467.143.38-3.3828.04-28.04MBC177.7358.03-3.383.38-28.0428.04 三 層AM-169.37-50.3333.01-33.01246.85-246.85V122.0635.33-6.376.37-47.6947.

5、69B 左M294.8380.4424.34-24.34182.38-182.38V-149.89-39.65-6.376.37-47.6947.69B 右M-345.93-87.4624.34-24.34182.38-182.38V186.9847.74-6.376.37-47.6947.69CM197.3347.4833.01-33.01246.85-246.85V-133.58-32.93-6.376.37-47.6947.69跨 間MAB157.6063.674.34-4.3432.24-32.24MBC175.1754.12-4.344.34-32.2432.24 二 層AM-181

6、.94-53.2639.63-39.63264.73-264.73V124.4135.59-8.018.01-53.6253.62B 左M286.1780.4432.50-32.50217.86-217.86V-147.53-39.18-8.018.01-53.6253.62B 右M-324.00-85.3932.50-32.50217.86-217.86V180.1847.20-8.018.01-53.6253.62CM209.5950.3839.63-39.63264.73-264.73V-137.38-33.23-8.018.01-53.6253.62跨 間MAB153.1561.903

7、.57-3.5723.44-23.44MBC183.5653.00-3.573.57-23.4423.44 一 層AM-175.83-54.4548.28-48.28271.66-271.66V123.7635.47-8.708.70-66.6666.66B 左M285.9379.3930.00-30.00328.32-328.32V-148.18-39.25-8.708.70-66.6666.66B 右M-388.97-85.5930.00-30.00328.32-328.32V188.2747.42-8.708.70-66.6666.66CM201.8151.4448.28-48.2827

8、1.66-271.66V-129.29-33.02-8.708.70-66.6666.66跨 間MAB156.3260.159.14-9.14-28.3328.33MBC148.3250.68-9.149.1428.33-28.33注：1、桿端彎矩以順時針為正，跨中彎矩以下部受拉為正，V以繞隔離體順時針為正；2、重力載恒載+0.5活載；3、彎矩單位為kN.m ，剪力單位為kN。 三 層不考慮地震的組合1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4風 （不利）1.0恒+1.4風（有利）1.2恒+0.9（1.4活+1.4風）（不利）1.0恒+0.9（1.4活+1.4風）（有利）左風

9、右風左風右風左風右風左風-57.66-61.69-45.16-55.18-36.80-46.82-52.40-61.42-44.0492.0998.4679.1080.8965.7667.5690.0791.6876.74314.16336.50277.41271.25231.69225.53312.95307.41267.23-145.08-156.73-130.71-128.92-109.08-107.28-144.36-142.74-122.72-319.73-341.70-274.32-280.48-228.09-234.25-312.72-318.27-266.49163.94174

10、.24139.06140.85115.73117.53160.73162.35137.4157.7360.8453.0843.0645.0735.0561.2852.2653.26-86.01-91.20-73.82-72.03-61.67-59.87-85.51-83.90-73.36200.23214.62176.15174.22146.96145.02198.60196.86169.40166.73171.57128.11130.04106.59108.53162.10163.84140.58-207.70-210.69-136.08-171.22-110.47-145.61-186.4

11、8-218.11-160.88184.88187.66133.79140.31110.95117.47177.16183.03154.32512.21523.86400.70377.24335.87312.41510.44489.33445.62-247.78-253.89-192.54-186.01-160.99-154.47-244.87-239.00-213.32-560.29-575.50-419.57-443.04-347.69-371.15-536.83-557.95-464.95292.99302.27225.37231.90187.27193.79283.62289.49245

12、.52234.32241.50199.86164.72169.48134.34244.93213.30214.54-199.85-204.68-155.70-149.17-130.29-123.77-198.05-192.18-172.64291.46286.19196.26190.41164.04158.18284.28279.01252.06306.92310.16221.34227.19183.96189.82296.03301.29258.65-248.70-251.26-149.69-213.45-119.43-183.19-213.30-270.68-183.04192.19195

13、.05136.35148.41112.62124.68181.78192.64158.05487.05497.72391.32346.46329.84284.98495.42455.05433.94-240.63-246.62-189.98-177.91-159.32-147.26-240.40-229.53-209.74-546.11-561.27-398.74-443.59-328.54-373.40-513.43-553.80-443.24290.92298.51217.18229.25179.98192.04278.72289.58241.51285.46293.74252.86189

14、.10216.03152.27307.71250.33270.88-204.55-210.28-163.89-151.83-137.58-125.52-205.31-194.45-179.00283.40278.88194.14184.68162.57153.11278.26269.75246.70294.52296.80208.54218.01173.00182.46282.14290.65246.59-273.71-277.97-157.03-249.46-123.16-215.58-225.07-308.25-191.19195.93199.40137.55155.39113.14130

15、.98182.96199.01158.55466.41476.85387.87319.72328.91260.75485.82424.48426.85-235.38-241.21-188.79-170.95-158.81-140.97-237.85-221.80-207.88附附表表一一：框框架架梁梁的的內(nèi)內(nèi)力力組組合合表表-537.56-552.72-381.04-449.19-311.85-380.01-494.65-555.98-425.46291.21299.21215.46233.29178.06195.90276.50292.55239.11303.27312.93283.0119

16、0.58243.54151.12338.21255.03298.75-206.40-212.60-169.21-151.38-142.50-124.66-209.81-193.76-183.10278.26275.16195.20183.04163.68151.52274.81263.88243.29285.97289.52204.13216.28169.09181.25272.93283.86237.89-292.89-297.81-162.85-273.81-126.46-237.42-235.50-335.37-199.11199.12202.83138.08160.51113.2013

17、5.62184.04204.23159.16456.02465.16388.90297.90331.67240.67485.71403.81428.47-231.89-237.56-188.25-165.82-158.74-136.32-236.50-216.31-206.99-508.35-521.08-343.30-434.30-278.50-369.50-455.44-537.34-390.64282.30289.50205.00227.43168.97191.39265.60285.78229.56322.04332.32306.99196.03265.07154.11364.9226

18、5.05323.00-211.38-218.03-176.07-153.64-148.59-126.17-216.82-196.63-189.34270.44267.41188.78178.78158.15148.15266.27257.28235.64294.47299.75215.27225.27178.56188.56282.55291.55245.84-287.23-290.73-143.40-278.59-108.24-243.42-218.77-340.44-183.60198.17201.84136.33160.69111.58135.94182.24204.17157.4945

19、4.26463.81385.12301.12327.93243.93480.95405.35423.76-232.77-238.51-190.00-165.64-160.36-136.00-238.23-216.31-208.60-586.59-608.99-424.76-508.76-346.97-430.97-536.81-612.41-459.01292.31300.64213.74238.10176.09200.45274.71296.64237.06314.19322.85309.76174.58269.40134.22367.82246.15327.46-201.38-206.90

20、-167.33-142.97-141.47-117.11-207.72-185.79-181.86271.79269.98200.38174.79169.12143.52274.89251.86243.63248.94249.90165.19190.78135.52161.12230.32253.36200.66注：1、桿端彎矩以順時針為正，跨中彎矩以下部受拉為正，V以繞隔離體順時針為正；2、重力載恒載+0.5活載；3、彎矩單位為kN.m ，剪力單位為kN?？紤]地震的組合不利內(nèi)力rRE(1.2重力載+1.3地震）(不利）rRE(1.0重力載+1.3地震)（有利）+Mmax-MmaxVmax右風

21、左震右震左震右震-53.067.51-87.5914.19-80.9114.19-87.59-61.6978.3562.7282.0850.6570.0150.6582.0898.46261.69247.84189.26211.42152.84336.50152.84336.50-121.11-125.58-106.22-106.27-86.91-156.73-86.91-156.73-272.03-192.37-250.95-155.42-214.00-155.42-341.70-341.70139.02118.02137.3896.74116.1096.74174.24174.2444.2

22、486.71-8.3980.18-14.9286.71-14.9260.84-71.74-76.43-57.07-65.31-45.95-76.43-45.95-91.20167.66148.58130.31125.34107.07214.62107.07142.3299.77118.0481.6299.89171.5781.62-192.50-7.37-257.8514.73-235.7514.73-257.85-210.69136.16107.68160.1585.36137.8385.36160.15187.66424.50414.39248.29359.17193.07523.8619

23、3.07523.86-207.45-208.43-155.96-178.06-125.60-253.89-125.60-253.89-486.06-281.89-447.99-221.06-387.16-221.06-575.50-575.50251.39191.55244.02155.26207.72155.96302.27302.27182.92278.6828.20253.112.63278.682.63241.50-166.77-173.08-120.61-148.60-96.14-173.08-96.14-204.68246.79197.64155.44168.22126.02291

24、.46126.02263.91173.67215.87141.21183.41310.16141.21-240.4228.61-344.1354.91-317.8454.91-344.13-251.26168.9199.11179.2375.92156.0375.92179.23195.05393.57446.34182.96393.90130.51497.72130.51497.72-198.88-217.06-136.95-187.56-107.45-246.62-107.45-246.62-483.61-224.34-487.73-165.00-428.39-165.00-561.27-

25、561.27252.37174.34254.45138.61218.72138.61298.51298.51213.50372.830.09341.76-30.99372.83-30.99293.74-168.14-191.25-111.13-166.05-85.94-191.25-85.94-210.28238.18199.61144.93170.90116.22283.40116.22255.11158.73213.41127.72182.40296.80127.72-274.3865.60-415.7694.78-386.5894.78-415.76-277.97174.6089.821

26、95.2266.07171.4666.07195.22199.40365.52479.37123.72429.1173.47485.8273.47476.85-191.82-225.81-120.41-196.96-91.56-237.85-91.56-241.21附附表表一一：框框架架梁梁的的內(nèi)內(nèi)力力組組合合表表不考慮地震的組合1.0恒+0.9（1.4活+1.4風）（有利）-486.80-172.87-528.51-114.42-470.07-114.42-555.98-552.72255.16162.37267.76126.53231.92126.53292.55299.21215.564

27、39.64-41.72406.48-74.88439.64-74.88312.93-167.05-205.74-100.35-180.24-74.84-205.74-74.84-212.60232.36201.93139.06173.51110.64278.26110.64248.83150.57213.44120.24183.11289.52120.24-298.9870.40-445.82101.68-414.54101.68-445.82-297.81179.3585.80204.3061.62180.1261.62204.30202.83346.57506.1681.34457.213

28、2.38506.1632.38465.16-186.80-229.71-111.21-201.30-82.80-229.71-82.80-237.56-472.54-117.61-542.44-62.61-487.43-62.61-542.44-521.08249.74148.61267.11113.96232.46113.96267.11289.50223.14469.41-46.81434.20-82.03469.41-82.03332.32-169.16-216.33-97.82-190.15-71.65-216.33-71.65-218.03226.65188.54142.84160.

29、93115.22270.44115.22254.84166.20211.91134.69180.40299.75134.69-305.2782.12-447.62112.58-417.16112.58-447.62-290.73179.4170.67217.9846.61193.9346.61217.98201.84348.16613.17-27.05564.33-75.89613.17-75.89463.81-186.67-244.82-97.50-216.29-68.97-244.82-68.97-238.51-534.61-68.48-708.70-3.71-643.94-3.71-70

30、8.70-608.99258.98142.56289.88106.52253.84106.52289.88300.64205.79469.65-60.09435.52-94.22469.65-94.22322.85-159.93-222.38-75.06-197.59-50.27-222.3850.27-206.90220.59140.13195.38112.17167.42274.89112.17223.69183.92128.67157.87102.62253.36102.62附附表表二二：框框架架A A柱柱彎彎矩矩和和軸軸力力組組合合表表 層 次控制截面 不利內(nèi)力恒載活載左風載右風載左震

31、右震SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）6柱頂M41.815.35-3.583.58-48.7748.77N182.6012.640.640.648.768.76柱底M37.6510.87-2.932.93-39.9039.90N185.9312.640.640.648.768.765柱頂M90.4027.74-9.629.62-88.5588.55N481.4257.312.972.9732.5032.50柱底M79.5123.91-7.877.87-72.4572.45N486.6157.312.972.9732.5032.504柱頂M71.7924.44-14.9

32、014.90-118.70118.70N786.54104.827.287.2868.7568.75柱底M66.7119.18-12.8912.89-102.71102.71N791.73104.827.287.2868.7568.753柱頂M102.5932.04-20.1220.12-144.14144.14N1095.07153.1713.6512.65116.44116.44柱底M93.7526.75-16.4616.46-117.94117.94N1103.29153.1713.6513.65116.44116.442柱頂M88.1926.87-23.1723.17-146.7914

33、6.79N1126.42201.9921.6621.66170.06170.06柱底M96.9927.62-23.1723.17-146.79146.79N1134.64201.9921.6621.66170.06170.061柱頂M78.8429.56-25.1125.11-124.86124.86N1722.24250.7430.3630.36236.72236.72柱底M29.7710.25-53.3753.37-256.33256.33N1734.76250.7430.3630.36236.72236.72注：1、表中M以順時針為正，N以壓為正；2、抗震調(diào)整系數(shù)RE取0.75；3、重力

34、載恒載+0.5活載；4、彎矩單位為KN.m ，軸力單位為KN 。不考慮地震的組合1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4風 （不利）1.0恒+1.4風（有利）1.2恒+0.9（1.4活+1.4風）（不利）1.0恒+0.9（1.4活+1.4風）（有利）左風右風左風右風左風右風左風57.6661.6945.1655.1836.8046.8252.4061.4244.04236.82258.90220.02220.02183.50183.50235.85235.85199.3360.4061.4841.0849.2833.5541.7555.1862.5747.65240.81

35、263.39224.01224.01186.83186.83239.85239.85202.66147.32149.2395.01121.9576.93103.87131.31155.55113.23657.94706.08581.86581.86485.58485.58653.66653.66557.37128.89130.7784.39106.4368.4990.53115.62135.4599.72664.17713.09588.09588.09490.77490.77659.88659.88562.56120.36120.8765.29107.0150.9392.6598.17135.

36、7283.811090.601164.55954.04954.04796.73796.731085.091085.09927.79106.90108.8562.0198.1048.6684.7687.98120.4674.641096.821171.56960.27960.27801.92801.921091.321091.32932.98167.96169.9094.94151.2874.42130.76138.13188.83117.611528.521628.451333.191331.791114.181112.781524.281523.021305.26149.95152.7889

37、.46135.5470.71116.79125.47166.94106.721538.391639.551343.061343.061122.401122.401534.141534.141313.48143.45145.3973.39138.2755.75120.63110.49168.8892.851634.491718.621382.031382.031156.741156.741633.501633.501408.22155.06158.0083.95148.8364.55129.43122.00180.38102.601644.351729.711391.891391.891164.

38、961164.961643.371643.371416.44135.99135.4059.45129.7643.69113.99100.22163.4984.452417.722570.752109.192109.191764.741764.742420.872420.872076.4350.0750.23-38.99110.44-44.95104.49-18.61115.89-24.562432.752587.652124.222124.221777.261777.262435.902435.902088.95附附表表二二：框框架架A A柱柱彎彎矩矩和和軸軸力力組組合合表表注：1、表中M以順

39、時針為正，N以壓為正；2、抗震調(diào)整系數(shù)RE取0.75；3、重力載恒載+0.5活載；4、彎矩單位為KN.m ，軸力單位為KN 。考慮地震的組合Mmax及相應(yīng)NNMAX及相應(yīng)MNMIN及相應(yīng)MrRE(1.2重力載+1.3地震)（不利）rRE(1.0重力載+1.3)（有利）右風左震右震左震右震53.06-7.5187.59-14.1980.9187.5961.6980.91199.33178.57178.57150.23150.23178.57258.90150.2355.04-0.1377.68-6.5971.2277.6861.4871.22202.66181.57181.57152.73152

40、.73181.57263.39152.73137.477.51180.18-8.13164.54180.18149.23164.54557.37490.76490.76414.24414.24490.76706.08414.24119.5511.68152.96-2.04139.24152.96130.77139.24562.56495.43495.43418.14418.14495.43713.09418.14121.36-40.12191.34-52.73178.74191.34120.87178.74927.79822.09822.09696.24696.24822.091164.556

41、96.24107.12-31.47168.81-42.92157.37168.81108.85157.37932.98826.76826.76700.14700.14826.761171.56700.14168.31-33.79247.29-51.58229.49247.29169.90229.491304.001168.021168.02992.27992.271168.021628.45992.27148.19-18.58211.40-34.65195.34211.40152.78195.341313.481175.421175.42998.44998.441175.421639.5599

42、8.44151.24-51.66234.58-66.90219.34234.58145.39219.341408.221270.481270.481086.371086.371270.481718.621086.37160.99-43.40242.84-60.02226.22242.84158.00226.221416.441277.881277.881092.531092.531277.881729.711092.53147.72-37.48206.00-51.52191.95206.00135.40191.952076.431893.651893.651616.511616.511893.

43、652570.751616.51109.93-218.52281.33-223.75276.09281.3350.23276.092088.951904.921904.921625.901625.901904.922587.651625.90附附表表二二：框框架架A A柱柱彎彎矩矩和和軸軸力力組組合合表表注：1、表中M以順時針為正，N以壓為正；2、抗震調(diào)整系數(shù)RE取0.75；3、重力載恒載+0.5活載；4、彎矩單位為KN.m ，軸力單位為KN 。不考慮地震的組合1.0恒+0.9（1.4活+1.4風）（有利）附附表表三三：框框架架B B柱柱彎彎矩矩和和軸軸力力組組合合 層 次控制截面 不利內(nèi)力恒

44、載活載左風載右風載左震右震SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）6柱頂M2.552.28-4.404.40-60.0760.07N403.5035.780.000.000.000.00柱底M7.94-16.20-3.603.60-49.1549.15N406.8335.780.000.000.000.005柱頂M27.3420.43-13.1613.16-121.20121.20N1021.43156.450.000.000.000.00柱底M20.2612.24-12.0412.04-110.89110.89N1026.62156.450.000.000.000.004

45、柱頂M18.5114.21-20.0020.00-159.25159.25N1627.07280.050.000.000.000.00柱底M19.9113.56-20.0020.00-159.25159.25N1627.07280.050.000.000.000.003柱頂M31.2025.34-28.6728.67-205.51205.51N2232.47402.190.000.000.000.00柱底M28.5621.49-28.6728.67-205.51205.51N2240.69402.190.000.000.000.002柱頂M27.2819.43-36.3236.32-230.2

46、0230.20N2834.74526.070.000.000.000.00柱底M29.0418.46-36.3236.32-230.20230.20N2842.96526.070.000.000.000.001柱頂M24.0028.80-23.6723.67-98.1298.12N3445.75647.490.000.000.000.00柱底M8.5012.95-74.9774.97-375.85375.85N3458.27647.490.000.000.000.00注：1、表中M以順時針為正，N以壓為正；2、抗震調(diào)整系數(shù)RE取0.75；3、重力載恒載+0.5活載；4、彎矩單位為KN.m ，軸

47、力單位為KN 。不考慮地震的組合1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4風 （不利）1.0恒+1.4風（有利）1.2恒+0.9（1.4活+1.4風）（不利）1.0恒+0.9（1.4活+1.4風）（有利）左風右風左風右風左風右風左風6.255.68-3.109.22-3.618.710.3911.48-0.12534.29579.79484.20484.20403.50403.50529.28529.28448.58-13.15-5.164.4914.572.9012.98-15.42-6.35-17.01538.29584.28488.20488.20406.83406.

48、83533.28533.28451.9161.4156.9314.3851.238.9245.7641.9775.1336.501444.751532.251225.721225.721021.431021.431422.841422.841218.5641.4539.357.4641.173.4037.1224.5654.9020.511450.971539.261231.941231.941026.621026.621429.071429.071223.7542.1138.91-5.7950.21-9.4946.5114.9265.3211.212344.552470.991952.481

49、952.481627.071627.072305.352305.351979.9342.8840.17-4.1151.89-8.0947.9115.7866.1811.802344.552470.991952.481952.481627.071627.072305.352305.351979.9372.9266.95-2.7077.58-8.9471.3433.24105.4927.003242.033407.982678.962678.962232.472232.473185.723185.722739.2364.3659.62-5.8774.41-11.5868.7025.2397.471

50、9.513251.893419.082688.832688.832240.692240.693195.593195.592747.4559.9455.87-18.1183.58-23.5778.1311.45102.986.004138.194342.453401.693401.692834.742834.744064.544064.543497.5960.6957.29-16.0085.70-21.8179.8912.34103.876.544148.054353.543411.553411.552842.962842.964074.404074.403505.8169.1260.62-4.

51、3461.94-9.1457.1435.2694.9130.465041.395286.304134.904134.903445.753445.754950.744950.744261.5928.3324.17-94.76115.16-96.46113.46-67.95120.98-69.655056.415303.204149.924149.923458.273458.274965.764965.764274.11附附表表三三：框框架架B B柱柱彎彎矩矩和和軸軸力力組組合合注：1、表中M以順時針為正，N以壓為正；2、抗震調(diào)整系數(shù)RE取0.75；3、重力載恒載+0.5活載；4、彎矩單位為KN.

52、m ，軸力單位為KN ?？紤]地震的組合Mmax及相應(yīng)NNMAX及相應(yīng)MNMIN及相應(yīng)MrRE(1.2重力載+1.3地震)（不利）rRE(1.0重力載+1.3)（有利）右風左震右震左震右震10.97-55.2561.89-55.8061.3461.895.68-55.80448.58379.25379.25316.04316.04379.25579.79316.04-7.94-48.0747.78-48.0447.80-48.04-5.16-48.04451.91382.25382.25318.54318.54318.54584.28318.5469.66-84.37151.97-90.0014

53、6.34151.9756.93-90.001218.56989.69989.69824.74824.74989.691532.25824.7450.85-84.38131.86-88.33127.90131.8639.35-88.331223.75994.36994.36828.63828.63994.361539.26828.6361.61-132.22178.32-136.06174.48178.3238.91-136.061979.931590.391590.391325.321325.321590.392470.991325.3262.20-131.25179.29-135.25175

54、.29179.2940.17-135.251979.931590.391590.391325.321325.321590.392470.991325.3299.25-160.89239.86-167.47233.27239.8666.95-167.472739.232190.212190.211825.171825.172190.213407.981825.1791.76-165.00235.75-170.89229.85235.7559.62-170.892747.452197.612197.611831.341831.342197.613419.081831.3497.53-191.152

55、57.74-196.70252.19257.7455.87-196.703497.592788.002788.002323.332323.332788.004342.452323.3398.06-190.00258.89-195.74253.15258.8957.29-195.743505.812795.402795.402329.502329.502795.404353.542329.5090.11-61.11130.23-66.87124.47130.2360.62-66.874261.593392.553392.552827.122827.123392.555286.302827.121

56、19.28-352.98379.93-355.22377.69379.9324.17-355.224274.113403.813403.812836.512836.513403.815303.202836.51附附表表三三：框框架架B B柱柱彎彎矩矩和和軸軸力力組組合合注：1、表中M以順時針為正，N以壓為正；2、抗震調(diào)整系數(shù)RE取0.75；3、重力載恒載+0.5活載；4、彎矩單位為KN.m ，軸力單位為KN 。不考慮地震的組合1.0恒+0.9（1.4活+1.4風）（有利）附附表表四四：框框架架C C柱柱彎彎矩矩和和軸軸力力組組合合 層 次控制截面 不利內(nèi)力恒載活載左風載右風載左震右震SGKSQ

57、KSWK（左）SWK（右）SEK（左）SEK（右）6柱頂M-40.06-6.90-3.583.58-48.7748.77N176.7113.780.640.648.768.76柱底M-37.65-10.81-2.932.93-39.9039.90N180.0413.780.640.648.768.765柱頂M-109.82-26.35-9.629.62-88.5588.55N488.3549.992.972.9732.5032.50柱底M-97.03-22.61-7.877.87-72.4572.45N493.5449.992.972.9732.5032.504柱頂M-87.12-23.45-

58、14.9014.90-118.70118.70N806.3795.637.287.2868.7568.75柱底M-78.72-18.47-12.8912.89-102.71102.71N811.5695.637.287.2868.7568.753柱頂M-118.61-30.36-20.1220.12-144.14144.14N1126.42141.8913.6512.65116.44116.44柱底M-108.22-25.54-16.4616.46-117.94117.94N1134.64141.8913.6513.65116.44116.442柱頂M-101.36-25.41-23.1723

59、.17-146.79146.79N1453.30188.6921.6621.66170.06170.06柱底M-111.42-26.33-23.1723.17-146.79146.79N1461.52188.6921.6621.66170.06170.061柱頂M-90.49-27.89-25.1125.11-124.86124.86N1772.09235.2730.3630.36236.72236.72柱底M-34.18-9.78-53.3753.37-256.33256.33N1784.61235.2730.3630.36236.72236.72注：1、表中M以順時針為正，N以壓為正；2、

60、抗震調(diào)整系數(shù)RE取0.75；3、重力載恒載+0.5活載；4、彎矩單位為kN.m ，軸力單位為kN 。不考慮地震的組合1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4風 （不利）1.0恒+1.4風（有利）1.2恒+0.9（1.4活+1.4風）（不利）1.0恒+0.9（1.4活+1.4風）（有利）左風右風左風右風左風右風左風-57.73-60.84-53.08-43.06-45.07-35.05-61.28-52.26-53.26231.34252.06212.95212.95177.61177.61230.22230.22194.88-60.31-61.42-49.28-41.08