4附表框架內(nèi)力及配筋

1、附表1附表1.1框架梁內(nèi)力組合表層數(shù)構件截面內(nèi)力梁內(nèi)力計算內(nèi)力組合調(diào)整值SGkSQkSWk左SWk右SEk左SEk右組合一組合二組合三組合四組合五組合六組合七組合八組合九組合十組合十一組合十二組合十三四層AB左M-56.78-17.68(-4.85)3.90-3.9028.30-27.70-92.89-62.68-73.60-90.70-97.26-85.50-95.33-51.32-62.24-25.69-80.29-16.81-71.4188.58V67.5021.79(4.2)-1.001.00-7.507.40111.5179.6082.40111.64113.32107.20109.

2、7266.1068.9062.7079.1750.8767.34中M87.0028.56(4.32)0.25-0.251.95-1.80144.38104.75104.05145.65145.23140.70140.0787.3586.6582.1578.4968.7765.12右M-68.94-22.19(-4.93)-3.403.40-24.4024.10-113.78-87.48-77.96-117.66-111.95-114.96-106.39-73.70-64.18-88.05-40.76-77.34-30.05V71.60-22.76(4.2)-1.001.00-7.507.405

3、4.0684.5287.3273.5275.2055.9858.5070.2073.0066.8983.3554.3670.82BC左M-21.76-7.57(-0.85)2.50-2.5017.50-17.50-36.70-22.61-29.61-34.69-38.89-32.49-38.79-18.26-25.26-2.90-37.030.42-33.7041.04V18.104.43(1.2)-1.501.50-10.5010.4027.9219.6223.8227.5230.0425.4129.1916.0020.207.4730.574.2927.39中M0.000(0.24)0.1

4、0-0.100.70-0.700.000.14-0.140.08-0.080.13-0.130.14-0.140.79-0.570.77-0.59右M-36.98-10.88(-1.28)-2.302.30-16.1016.10-59.60-47.59-41.15-62.51-58.65-60.98-55.18-40.20-33.76-49.55-18.15-43.91-12.51V29.20-9.07(1.5)-1.501.50-10.5010.4022.3432.9437.1429.2731.7921.7225.5027.1031.3018.9542.0413.8636.95CD左M-94

5、.44-29.41(-6.97)4.50-4.5031.50-31.90-154.50-107.02-119.62-152.53-160.09-144.71-156.05-88.14-100.74-57.42-119.23-42.73-104.54113.81V94.6028.79(5.4)-1.101.10-8.208.40153.83111.98115.06155.00156.85148.41151.1893.0696.1490.19108.5373.6491.99中M147.0045.36(6.72)-0.350.30-2.402.55239.90175.91176.82242.6124

6、3.15233.11233.93146.51147.42132.98137.81110.43115.26右M-68.51-21.51(-6.46)-5.205.10-36.3037.00-112.32-89.49-75.07-117.93-109.28-115.86-102.88-75.79-61.37-99.96-28.49-89.20-17.73V87.10-26.55(5.2)-1.101.10-8.208.4067.35102.98106.0690.6492.4969.6872.4585.5688.6482.43100.7867.1885.53注：組合一：1.2SGk1.4SQk組合二

7、：1.2SGk1.4Swk左組合三：1.2SGk44弘右組合四：1.35務1.(0.7SQkSWk左)組合五：1.35SGk1.(0.7SQk弘右)組合六：1.2Sek1.4 0.9(0.7 SQk-SWk左)組合七：1.2SGk1.4 0.9(0.7SQkSwk右)組合八：1.0SGk44弘左組合九：1.0SGk1.4Swk右組合十：re |1.2(SGk0.5SQk)1.3SEk左組合十一：re 1.2(SGk- 0.5SQk) - 1.3SEk右組合十二：RE |1-0(SGk0.5SQk)1.3SEk左組合十三：RE_1-0(SGk0.5SQk)1.3SEk右調(diào)整值為強柱弱梁的調(diào)整，采

8、用公式：reM；)/lnVGb調(diào)整附表1.1框架梁內(nèi)力組合表(續(xù))層數(shù)構件截面內(nèi)力梁內(nèi)力計算內(nèi)力組合調(diào)整值SGkSQkSWk左Wk右SEk左SEk右組合一組合二組合三組合四組合五組合六組合七組合八組合九組合十組合十一組合十二組合十三三層AB左M-81.60-22.78(-21.34)9.50-9.5058.10-57.40-129.81-84.62-111.22-124.50-140.46-114.65-138.59-68.30-94.90-26.39-139.01-12.55-125.17113.04V85.6022.38(21)-2.502.50-15.8015.70134.0599.22

9、106.22135.39139.59127.77134.0782.1089.1080.56115.3764.2399.03中M-82.0823.76(25.32)0.45-0.452.75-2.60-65.23-97.87-99.13-87.15-87.90-67.99-69.13-81.45-82.71-59.80-65.01-49.38-54.60右M-87.30-23.97(-23.12)-8.608.60-52.6052.20-138.31-116.79-92.71-148.56-134.11-145.79-124.12-99.34-75.26-140.25-38.07-125.43-

10、23.25V87.50-22.16(-21.6)-2.502.50-15.8015.7073.98101.50108.5094.3198.5173.9380.2384.0091.0082.81117.6166.10100.90BC左M-17.94-5.19(-6.12)6.70-6.7040.80-40.70-28.78-12.14-30.90-23.67-34.92-19.61-36.50-8.56-27.3220.88-58.5824.03-55.4355.32V19.206(6.2)-4.004.00-24.6024.6031.4417.4428.6428.4435.1625.5635.

11、6413.6024.80-4.4449.93-8.2346.14中M0.000.12(0)0.20-0.201.25-1.250.170.28-0.280.29-0.050.40-0.100.28-0.281.22-1.221.22-1.22右M-13.94-7.65(-8.67)-6.306.30-38.3038.20-27.44-25.55-7.91-31.61-21.02-34.31-18.43-22.76-5.12-53.7920.80-51.0523.54V16.30-7.5(-8.1)-4.004.00-24.6024.609.0613.9625.1611.3018.025.071

12、5.1510.7021.90-6.4347.94-9.8944.48CD左M-80.41-33.32(-31.79)12.00-12.0072.50-72.90-143.14-79.69-113.29-131.13-151.29-123.36-153.60-63.61-97.21-15.99-157.75-1.54-143.31113.09V69.4027.97(27.3)-3.003.00-18.6018.70122.4479.0887.48118.58123.62114.74122.3065.2073.6064.16105.3750.0491.26中M83.8836.72(39.6)-0.

13、600.65-3.803.95152.0699.82101.57148.72149.77146.17147.7483.0484.7989.6197.1674.0681.61右M-77.35-29.84(-27.37)-13.2013.30-80.1080.80-134.59-111.30-74.20-144.75-122.49-147.04-113.65-95.83-58.73-160.03-3.15-146.3710.50V68.50-27.37(26.1)-3.003.00-18.6018.7043.8878.0086.4063.1368.1743.9351.4964.3072.7062.

14、63103.8448.7689.98注：組合一：1.2SGk1.4SQk組合二：1.2SGk1.4Swk左組合三：1-2SGk44恥右組合四：1.35缶1.4(0.7SQkSWk左)組合五：1.35SGk 1.4(0.7SQk弘右)組合六：1.2SGk1.40.9(0.7 SQkSwr左)組合七：1.2SGk 440.9(0.7SQk，Swk右)組合八：1.0SGk44恥左組合九：1.0SGk1.4Swk右組合十：re 1.2(SGk0.5SQk) - 1.3SEk左組合十一：re 1.2(SGk- 0.5SQk)- 1.3SEk右組合十二：RE |1.0(SGk0.5SQk)1.3SEk左組

15、合十三：RE _1.0(SGk0.5SQk)1.3SEk右調(diào)整值為強柱弱梁的調(diào)整，采用公式：REvb(Mb - M：)/lnVGb調(diào)整附表1.1框架梁內(nèi)力組合表(續(xù))層數(shù)構件截面內(nèi)力梁內(nèi)力計算內(nèi)力組合調(diào)整值SGkSQkSwr左SWk右SEk左SEk右組合一組合二組合三組合四組合五組合六組合七組合八組合九組合十組合十一組合十二組合十三二層AB左M-79.14-21.81(-22.27)15.80-15.8080.70-80.40-125.55-72.84-117.08-114.97-141.51-102.58-142.39-57.02-101.26-2.56-159.6310.98-146.09

16、121.69V85.3022.24(21.1)-4.304.30-22.0021.90133.5096.34108.38133.34140.56124.96135.8079.2891.3273.46121.9757.16105.67中M84.6024.72(24.36)0.70-0.703.75-3.70136.13102.50100.54139.02137.85133.55131.7985.5883.6290.7683.4976.2468.98右M-86.11-23.55(-23.55)-14.4014.40-73.2073.00-136.29-123.49-83.17-151.41-127

17、.22-151.14-114.85-106.27-65.95-159.46-16.91-144.78-2.23V87.70-22.3(-21.5)-4.304.30-22.0021.9074.0299.22111.2692.93100.1571.7282.5681.6893.7276.11124.6259.37107.88BC左M-18.45-5.78(-5.7)11.20-11.2056.90-56.90-30.23-6.45-37.81-21.16-39.97-15.30-43.53-2.77-34.1336.31-74.6439.51-71.4569.33V18.105.66(6.3)-

18、6.806.80-34.4034.3029.6412.2031.2424.2735.6920.2837.428.5827.62-16.3459.58-19.9555.96中M0.000(0)0.30-0.301.75-1.750.000.42-0.420.25-0.250.38-0.380.42-0.421.71-1.711.71-1.71右M-17.26-8.16(-7.99)-10.6010.60-53.4053.40-32.13-35.55-5.87-40.20-22.39-44.34-17.63-32.10-2.42-71.1932.94-68.0036.13V17.30-7.84(8

19、)-6.806.80-34.4034.309.7811.2430.289.9621.382.3119.457.7826.82-16.2959.63-19.9156.01CD左M-77.01-32.56(-32.56)20.00-20.00101.30-101.50-137.99-64.41-120.41-119.07-152.67-108.23-158.63-49.01-105.0114.81-182.9228.80-168.93118.49V69.8028.1(27.20)-5.105.10-26.0026.10123.1076.6290.90117.48126.05112.74125.59

20、62.6676.9456.34113.9142.1699.73中M90.6038.16(37.8)-1.051.05-5.355.40162.14107.25110.19158.82160.59155.48158.1289.1392.0793.33103.8276.9187.39右M-71.15-28.48(-29.07)-22.1022.10-112.00112.30-125.24-116.31-54.43-142.52-105.39-149.10-93.41-102.09-40.21-186.3132.38-173.4645.23V68.10-27.24(26.2)-5.105.10-26

21、.0026.1043.5874.5888.8660.9669.5240.9753.8260.9675.2454.09111.6640.2997.86注：組合一：1.2SGk1.4SQk組合二：1.2SGk1.4Swk左組合三：1-2SGk44恥右組合四：1.35缶1.4(0.7SQkSWk左)組合五：1.35SGk 1.4(0.7SQk弘右)組合六：1.2SGk1.40.9(0.7 SQkSwr左)組合七：1.2SGk 440.9(0.7SQk，Swk右)組合八：1.0SGk44恥左組合九：1.0SGk1.4Swk右組合十：re 1.2(SGk0.5SQk) - 1.3SEk左組合十一：re

22、1.2(SGk- 0.5SQk)- 1.3SEk右組合十二：RE |1.0(SGk0.5SQk)1.3SEk左組合十三：RE _1.0(SGk0.5SQk)1.3SEk右調(diào)整值為強柱弱梁的調(diào)整，采用公式：REvb(Mb - M：)/lnVGb調(diào)整附表1.1框架梁內(nèi)力組合表(續(xù))層數(shù)構件截面內(nèi)力梁內(nèi)力計算內(nèi)力組合調(diào)整值SGkSQkSwr左SWk右SEk左SEk右組合一組合二組合三組合四組合五組合六組合七組合八組合九組合十組合十一組合十二組合十三一層AB左M-79.82-21.93(-21.59)22.90-22.7098.40-97.90-126.48-63.72-127.56-110.01-1

23、48.31-94.56-152.01-47.76-111.6014.39-177.0027.98-163.41126.60V85.2022(20.9)-6.206.10-26.6026.50133.0493.56110.78131.37141.70122.15137.6576.5293.7468.17111.9251.91110.59中M83.2824.24(24.84)1.20-1.155.15-5.00133.87101.6298.33137.19135.22131.99129.0384.9681.6791.1581.2676.8066.90右M-87.38-24.06(-23.63)-2

24、0.5020.40-88.1087.90-138.53-133.56-76.30-158.76-124.40-161.00-109.46-116.08-58.82-175.17-3.57-160.2911.31V87.80-22.54(-21.60)-6.206.10-26.6026.5073.8096.68113.9091.23101.5669.1584.6579.1296.3471.18129.8554.42113.09BC左M-17.68-5.36(-5.7)15.50-15.5067.10-67.00-28.710.48-42.92-16.10-42.14-8.43-47.494.02

25、-39.3846.95-83.8050.03-80.7279.50V18.405.26(6.2)-9.309.30-40.4040.4029.449.0635.1022.1837.8116.9940.435.3831.42-22.7166.57-26.3762.92中M0.000(0)0.55-0.552.25-2.200.000.77-0.770.46-0.460.69-0.690.77-0.772.19-2.152.19-2.15右M-15.90-7.99(-8.33)-14.4014.40-62.6062.60-30.26-39.231.09-41.38-17.19-47.29-11.0

26、0-36.064.27-79.0942.98-76.0845.99V17.00-8.24(-8.1)-9.309.30-40.4040.408.867.3833.427.0622.69-1.7021.743.9830.02-23.1766.11-26.7562.53CD左M-79.56-33.15(-32.47)27.70-27.80119.80-120.10-141.88-56.69-134.39-116.63-163.25-102.34-172.27-40.78-118.4830.59-203.3144.96-188.94125.41V69.9028.33(27.3)-7.107.20-3

27、0.9031.00123.5473.9493.96116.16128.18110.63128.6559.9679.9851.08119.4836.87105.27中M87.8437.8(38.52)-1.651.70-7.107.20158.33103.10107.79154.24157.06150.96155.1885.5390.2289.47103.4173.4087.35右M-72.59-28.56(-28.05)-31.0031.20-134.00134.50-127.09-130.51-43.43-152.03-99.78-162.15-83.78-115.99-28.91-208.

28、6053.18-195.6166.18V67.90-27.01(-26)-7.107.20-30.9031.0043.6771.5491.5659.2371.2438.5056.5257.9677.9848.37116.7734.62103.02注：組合一：1.2SGk1.4SQk組合二：1.2SGk1.4Swk左組合三：1-2SGk44恥右組合四：1.35缶1.4(0.7SQkSWk左)組合五：1.35SGk 1.4(0.7SQk弘右)組合六：1.2SGk1.40.9(0.7 SQkSwr左)組合七：1.2SGk 440.9(0.7SQk，Swk右)組合八：1.0SGk44恥左組合九：1.0

29、SGk1.4Swk右組合十：re 1.2(SGk0.5SQk) - 1.3SEk左組合十一：re 1.2(SGk- 0.5SQk)- 1.3SEk右組合十二：RE |1.0(SGk0.5SQk)1.3SEk左組合十三：RE _1.0(SGk0.5SQk)1.3SEk右調(diào)整值為強柱弱梁的調(diào)整，采用公式：REvb(Mb - M：)/lnVGb調(diào)整附表1.2橫向框架A柱彎矩和軸力組合層次截面內(nèi)力內(nèi)力值各種工況下的組合MmaxNminNmaxSGkSQkSWk左SWk右SEk左SEk右組合一組合二組合三組合四組合五組合六組合七組合八組合九組合十組合十一組合十二組合十三NMM四層柱頂M-61.40-19

30、.8(-5.5)3.90-3.9028.30-27.70-101.40-68.22-79.14-99.02-105.57-93.71-103.54-55.94-66.86-30.14-84.74-20.52-75.12-105.57-20.52-105.57N121.5030.7(6.2)-1.001.00-7.507.40188.78144.40147.20193.27194.95183.22185.74120.10122.90104.83119.3686.14100.67194.9586.14194.95柱底M48.8014.6(10.2)-1.701.70-16.7016.1079.00

31、56.1860.9478.7681.6274.8179.1046.4251.1832.2364.2124.1456.1281.6224.1481.62N145.3330.7(6.2)-1.001.00-7.507.40217.38173.00175.80225.44227.12211.82214.34143.93146.73126.27140.80104.01118.54227.12104.01227.12三層柱頂M-40.00-11.2(-13.8)7.80-7.7041.30-41.30-63.68-37.08-58.78-58.42-71.44-52.28-71.81-29.08-50.

32、78-1.94-82.485.09-75.44-82.485.09-71.44N278.8061.9(37.4)-3.603.60-23.4023.10421.22329.52339.60434.02440.07408.02417.09273.76283.84244.94290.27200.31245.65290.27200.31440.07柱底M42.6012.1(12.8)-5.205.20-32.2032.0068.0643.8458.4065.0073.7459.8172.9235.3249.8812.7175.305.3667.9575.305.3673.74N302.6361.9(

33、37.4)-3.603.60-23.4023.10449.82358.12368.20466.19472.24436.61445.69297.59307.67266.38311.72218.18263.52311.72218.18472.24二層柱頂M-43.20-12.5(-12.3)10.50-10.6048.50-48.30-69.34-37.14-66.68-61.75-79.47-54.36-80.95-28.50-58.042.87-91.5110.28-84.11-91.5110.28-79.47N435.9093.1(68.6)-7.907.90-45.4045.00653.4

34、2512.02534.14673.07686.34630.43650.34424.84446.96404.18498.19328.94422.96498.19328.94686.34柱底M42.1012.3(12.9)-7.607.70-41.0040.9067.7439.8861.3062.5175.3656.4475.7231.4652.883.7283.57-3.5676.2983.57-3.5675.36N459.7393.1(68.6)-7.907.90-45.4045.00682.02540.62562.74705.24718.51659.03678.94448.67470.794

35、27.05521.07348.01442.02521.07348.01718.51一層柱頂M-33.50-9.715.30-15.0057.40-57.00-53.78-18.78-61.20-41.88-67.33-33.14-71.32-12.08-54.5020.96-90.5926.79-84.75-90.5926.79-67.33N592.90124.2(91.7)-14.9014.10-72.1071.60885.36690.62731.22909.62933.98849.20885.74572.04612.64538.22687.66436.02585.46687.66436.0

36、2933.98柱底M16.605(5.5)-26.4026.00-104.90104.3026.92-17.0456.325.1349.15-7.0458.98-20.3653.00-84.86119.11-87.77116.21119.11-87.7749.15N630.32124.2(91.7)-14.9014.10-72.1071.60930.26735.52776.12960.13984.49894.10930.64609.46650.06574.14723.59465.95615.40723.59465.95984.49注：組合一：i.2SGk1.4SQk組合二：1.2SGk1.4S

37、wk左組合三：1.2SGk- 1.4SWk右組合四：1.35SGk1.4(0.7SQkSwk左)組合五：1.35SGk1.4(0.7SQkSwk右)組合六：1.2缶 1.40.9(0.7SQ弘左)組合七：1.2SGk1.40.(0.7SQk-Swk右)組合八：1.0SGk1.4Swk左組合九：1.0務1.4Swk右組合十：re1.2(SGk0.5SQk)1.3SEk左組合十一：re1.2(SGk0.5SQk)1.3SEk右組合十二:RE|1.0( SGk0.5SQk )1.3 SEk左I 組合十三：RE | 1.0(SGk0.5SQk)1.3SEk右層次4321截面柱頂柱底柱頂柱底柱頂柱底柱頂

38、柱底Yre任Mb)-102.07117.31-107.46178.67了 REN-498.19521.07687.66723.59附表1.4橫向框架A柱剪力組合全(kN)層次內(nèi)力各種工況下的內(nèi)力組合調(diào)整值SGkSQkSwk左SWk右SEk左SEk右組合一組合二組合三組合四組合五組合六組合七組合八組合九組合十組合十一組合十二組合十三4-26.20-8.2(-3.7)1.30-1.3010.70-10.40-41.28-29.62-33.26-42.31-44.50-40.13-43.41-24.38-28.02-16.79-40.10-12.02-35.3346.103-19.60-5.5(-6

39、.3)3.10-3.0017.50-17.40-30.12-19.18-27.72-29.25-34.37-26.54-34.23-15.26-23.80-3.87-42.430.00-38.5656.812-20.30-5.9(-6)4.30-4.3021.30-21.20-31.44-18.34-30.38-29.58-36.80-26.38-37.21-14.28-26.32-0.23-47.193.73-43.2367.901-9.30-2.7(-3)7.70-7.6030.00-29.80-14.40-0.38-21.80-8.73-21.59-4.86-24.141.48-19.9

40、422.13-43.9523.97-42.1168.88注：組合一：1.2Ssk1.4SqK組合一：1-2SGk 1-4Swk左組合二：1-2SGk 1-4Swk右組合四：1.35Sgk1.4( 0.7 SqrSWk左)組合五：1.35SGk1.4( O.7 SqKSwk右)組合六：1-2S3k1-40.9( 0.7SqSwk左)RE$vc(Mb M；)/Hn 調(diào)整組合七：1.2SGk1.4O.(O.7SQk-Swk右)組合八：1.0SGkT.4Swk左組合九：1.0SGk- 1.4Swr右組合十：re.2(缶0.5SQk)1.3SEk左組合十一：re |1.2(SGk0.5SQk)1.3SE

41、k右組合十二：RE 1.0(SGk 0.5SQk) 1.3SEk左組合十三：RE 1.0(SGk 0.5SqQ 1.3SEk右調(diào)整值為強柱弱梁的調(diào)整，采用公式:附表1.5橫向框架B柱彎矩和軸力組合層次截面內(nèi)力內(nèi)力值各種工況下的組合MmaxNmi nNmaxSGkSQkSWk左SWk右SEk左SEk右組合一組合二組合三組合四組合五組合六組合七組合八組合九組合十組合十一組合十二組合十三NMM四層柱頂M50.5015.7(4.4)5.90-5.9041.90-41.6082.5868.8652.3488.5278.6187.8272.9558.7642.2488.286.8780.38-1.0488

42、.5280.3878.61N155.2047.2(9.3)-0.400.40-2.903.00252.32185.68186.80255.44256.11245.21246.22154.64155.76141.04146.79117.06122.81255.44117.06256.11柱底M-40.70-11.9(-8.3)-4.104.10-32.1031.80-65.50-54.58-43.10-70.05-63.16-69.00-58.67-46.44-34.96-71.66-9.36-64.94-2.63-71.66-64.94-63.16N179.0347.2(9.3)-0.400.

43、40-2.903.00280.92214.28215.40287.61288.28273.80274.81178.47179.59162.48168.24134.93140.69162.48134.93288.28三層柱頂M33.808.7(11.3)11.20-11.2061.30-61.2052.7456.2424.8863.5644.7565.6337.4149.4818.1295.27-24.1789.36-30.0895.2789.3644.75N354.7094.2(56.3)-1.901.90-11.7011.90557.52422.98428.30569.57572.76541

44、.94546.73352.04357.36355.37379.91294.11318.66355.37294.11572.76柱底M-35.90-9.5(-10.6)-9.309.30-54.4054.30-56.38-56.10-30.06-65.59-49.96-66.77-43.33-48.92-22.88-90.1215.86-83.9422.04-90.12-83.94-49.96N378.5394.2(56.3)-1.901.90-11.7011.90586.12451.58456.90601.74604.93570.53575.32375.87381.19378.24402.79313.18337.72378.24313.18604.93二層柱頂M3