横梁弯距调幅.docx

1、横梁弯距调幅表7-1 横梁弯距调幅(单位:KN.M)荷载类型恒荷载层号左梁右梁跨度荷载跨中弯距左调幅右调幅跨中调幅5-67.958-72.65625.97146.57-57.76-61.7557.11-15.758-15.7582.413.983-5.69-13.39-13.39-3.32-67.958-72.65625.97146.57-57.76-61.7557.114-45.121-44.862614.58120.623-38.35-38.1327.37-4.216-4.2162.410.1133.065-3.58-3.583.70-45.121-44.862614.58120.623-

2、38.35-38.1327.373-42.583-43.308614.58122.669-36.2-36.8129.11-6.084-6.0842.410.1131.197-5.17-5.172.11-42.583-43.308614.58122.669-36.2-36.8129.112-42.583-43.308614.58122.669-36.2-36.8129.11-6.084-6.0842.410.1131.197-5.17-5.172.11-42.583-43.308614.58122.669-36.2-36.8129.111-41.573-40.748614.58124.454-3

3、5.34-34.6430.62-9.14-9.142.410.13-1.186-7.77-7.77-0.48-41.573-40.748614.58124.454-35.34-34.6430.62荷载类型活荷载层号左梁右梁跨度荷载跨中弯距左调幅右调幅跨中调幅5-21.67-27.3368.5413.93-18.42-23.2317.61-21-212.46.761.66-17.85-17.85-12.98-21.67-27.3368.5413.93-18.42-23.2317.614-25.02-25.9868.5412.93-21.27-22.0816.76-13.19-13.192.44.

4、25.63-11.21-11.21-8.19-25.02-25.9868.5412.93-21.27-22.0816.763-25.02-25.9868.5412.93-21.27-22.0816.76-13.19-13.192.44.25.63-11.21-11.21-8.19-25.02-25.9868.5412.93-21.27-22.0816.762-25.02-25.9868.5412.93-21.27-22.0816.76-13.19-13.192.44.25.63-11.21-11.21-8.19-25.02-25.9868.5412.93-21.27-22.0816.761-2

5、5.02-25.9868.5412.93-21.27-22.0816.76-13.19-13.192.44.25.63-11.21-11.21-8.19-25.02-25.9868.5412.93-21.27-22.0816.76表7-2 框架梁内力组合层号杆件号截面内力荷载类别内力组合恒活地震左地震1.2+1.41.35+0.981.2(+0.5)+右1.31.31层A1-B1A1右M-35.34-21.27111.46-111.46-72.186-68.553689.728-200.068V43.3825.46-34.0334.0387.783.513823.093111.571跨中M30

6、.6216.7620.75-20.7560.20857.761873.77519.825B1左M-34.64-22.08-90.7190.71-72.48-68.4024-172.73963.107V-43.61-25.78-34.0434.04-88.424-84.1379-112.052-23.548B1-C1B1右M-7.77-11.21111.53-111.53-25.018-21.4753128.939-161.039V12.145.04-92.9492.9421.62421.3282-103.23138.414跨中M-0.48-8.7100-12.77-9.1838-5.802-5

7、.802C1左M-7.77-11.21-111.53111.53-25.018-21.4753-161.039128.939V-12.14-5.04-92.9492.94-21.624-21.3282-138.414103.23C1-D1C1右M-35.34-21.27111.46-111.46-72.186-68.553689.728-200.068V43.3825.46-34.0334.0387.783.513823.093111.571跨中M30.6216.7620.75-20.7560.20857.761873.77519.825D1左M-34.64-22.08-90.7190.71-

8、72.48-68.4024-172.73963.107V-43.61-25.78-34.0434.04-88.424-84.1379-112.052-23.548 表7-2 框架梁内力组合层号杆件号截面内力荷载类别内力组合恒活地震左地震1.2+1.41.35+0.981.2(+0.5)+右1.31.32层A2-B2A2右M-36.2-21.27169.92-169.92-73.218-69.7146164.694-277.098V43.6225.46-53.0453.0487.98883.8378-1.332136.572跨中M29.1116.7621.62-21.6258.39655.723

9、373.09416.882B2左M-36.81-22.08-148.3148.3-75.084-71.3319-250.21135.37V-43.86-25.78-53.0453.04-88.724-84.4754-137.0520.852B2-C2B2右M-5.17-11.21178.4-178.4-21.898-17.9653218.99-244.85V12.145.04-148.67148.6721.62421.3282-175.679210.863跨中M2.11-8.7100-9.662-5.6873-2.694-2.694C2左M-5.17-11.21-178.4178.4-21.8

10、98-17.9653-244.85218.99V-12.14-5.04-148.67148.67-21.624-21.3282-210.863175.679C2-D2C2右M-36.2-21.27169.92-169.92-73.218-69.7146164.694-277.098V43.6225.46-53.0453.0487.98883.8378-1.332136.572跨中M29.1116.7621.62-21.6258.39655.723373.09416.882D2左M-36.81-22.08-148.3148.3-75.084-71.3319-250.21135.37V-43.86

11、-25.78-53.0453.04-88.724-84.4754-137.0520.852表7-2 框架梁内力组合层号杆件号截面内力荷载类别内力组合恒活地震左地震1.2+1.41.35+0.981.2(+0.5)+右1.31.33层A3-B3A3右M-36.2-21.27142.63-142.63-73.218-69.7146129.217-241.621V43.6225.46-44.4344.4387.98883.83789.861125.379跨中M29.1116.7618.81-18.8158.39655.723369.44120.535B3左M-36.81-22.08-124.4712

12、4.47-75.084-71.3319-219.231104.391V-43.86-25.78-44.4344.43-88.724-84.4754-125.859-10.341B3-C3B3右M-5.17-11.21149.72-149.72-21.898-17.9653181.706-207.566V12.145.04-124.77124.7721.62421.3282-144.609179.793跨中M2.11-8.7100-9.662-5.6873-2.694-2.694C3左M-5.17-11.21-149.72149.72-21.898-17.9653-207.566181.706V

13、-12.14-5.04-124.77124.77-21.624-21.3282-179.793144.609C3-D3C3右M-36.2-21.27142.63-142.63-73.218-69.7146129.217-241.621V43.6225.46-44.4344.4387.98883.83789.861125.379跨中M29.1116.7618.81-18.8158.39655.723369.44120.535D3左M-36.81-22.08-124.47124.47-75.084-71.3319-219.231104.391V-43.86-25.78-44.4344.43-88.

14、724-84.4754-125.859-10.341表7-2 框架梁内力组合层号杆件号截面内力荷载类别内力组合恒活地震左地震1.2+1.41.35+0.981.2(+0.5)+右1.31.34层A4-B4A4右M-38.35-21.27104.19-104.19-75.798-72.617176.665-194.229V43.7925.46-32.5232.5288.19284.067325.548110.1跨中M27.3716.7613.26-13.2656.30853.374360.13825.662B4左M-38.13-22.08-90.9390.93-76.668-73.1139-17

15、7.21359.205V-43.7-25.78-32.5232.52-88.532-84.2594-110.184-25.632B4-C4B4右M-3.58-11.21109.38-109.38-19.99-15.8188131.172-153.216V25.465.04-91.7591.7537.60839.3102-85.699152.851跨中M3.7-8.7100-7.754-3.5408-0.786-0.786C4左M-3.58-11.21-109.38109.38-19.99-15.8188-153.216131.172V-25.46-5.04-91.7591.75-37.608-

16、39.3102-152.85185.699C4-D4C4右M-38.35-21.27104.19-104.19-75.798-72.617176.665-194.229V43.7925.46-32.5232.5288.19284.067325.548110.1跨中M27.3716.7613.26-13.2656.30853.374360.13825.662D4左M-38.13-22.08-90.9390.93-76.668-73.1139-177.21359.205V-43.7-25.78-32.5232.52-88.532-84.2594-110.184-25.632表7-2 框架梁内力组合

17、层号杆件号截面内力荷载类别内力组合恒活地震左地震1.2+1.41.35+0.981.2(+0.5)+右1.31.35层A5-B5A5右M-57.76-18.4254.65-54.65-95.1-96.0276-9.319-151.409V77.1324.68-17.0617.06127.108128.311985.186129.542跨中M57.1117.616.96-6.9693.18694.356388.14670.05B5左M-61.75-23.23-47.6947.69-106.622-106.1279-150.035-26.041V-78.7-26.56-17.0617.06-131

18、.624-132.2738-132.554-88.198B5-C5B5右M-13.39-17.8547.69-47.69-41.058-35.569535.219-88.775V16.788.11-47.847.831.4930.6008-37.13887.142跨中M-3.32-12.9800-22.156-17.2024-11.772-11.772C5左M-13.39-17.85-57.3657.36-41.058-35.5695-101.34647.79V-16.78-8.11-47.847.8-31.49-30.6008-87.14237.138C5-D5C5右M-57.76-18.4

19、254.65-54.65-95.1-96.0276-9.319-151.409V77.1324.68-17.0617.06127.108128.311985.186129.542跨中M57.1117.616.96-6.9693.18694.356388.14670.05D5左M-61.75-23.23-47.6947.69-106.622-106.1279-150.035-26.041V-78.7-26.56-17.0617.06-131.624-132.2738-132.554-88.198 表7-3 横梁弯矩控制值计算(P=1.2*（+0.5*）)层次位置截面荷载M(KN*m)V(KN)b

20、(mm)M1=M-V*b/25左边跨A5右恒-57.7677.13600-80.899活-18.4224.68-25.824地震左54.65-17.0659.768地震右-54.6517.06-59.768P+1.3-9.31985.186-34.8748P+1.3-151.409129.542-190.2716B5左恒-61.75-78.7600-38.14活-23.23-26.56-15.262地震左-47.69-17.06-42.572地震右47.6917.0642.572P+1.3-150.035-132.554-110.2688P+1.3-26.041-88.1980.4184中跨B

21、5右恒-13.3916.78600-18.424活-17.858.11-20.283地震左47.69-47.862.03地震右-47.6947.8-62.03P+1.335.219-37.13846.3604P+1.3-88.77587.142-114.9176C5左恒-13.39-16.78600-8.356活-17.85-8.11-15.417地震左-57.36-47.8-43.02地震右57.3647.843.02P+1.3-101.346-87.142-75.2034P+1.347.7937.13836.6486右边跨C5右恒-57.7677.13600-80.899活-18.4224

22、.68-25.824地震左54.65-17.0659.768地震右-54.6517.06-59.768P+1.3-9.31985.186-34.8748P+1.3-151.409129.542-190.2716D5左恒-61.75-78.7600-38.14活-23.23-26.56-15.262地震左-47.69-17.06-42.572地震右47.6917.0642.572P+1.3-150.035-132.554-110.2688P+1.3-26.041-88.1980.4184表7-3 横梁弯矩控制值计算(P=1.2*（+0.5*）)层次位置截面荷载M(KN*m)V(KN)b(mm)M

23、1=M-V*b/23左边跨A3右恒-36.243.62600-49.286活-21.2725.46-28.908地震左142.63-44.43155.959地震右-142.6344.43-155.959P+1.3129.2179.861126.2587P+1.3-241.621125.379-279.2347B3左恒-36.81-43.86600-23.652活-22.08-25.78-14.346地震左-124.47-44.43-111.141地震右124.4744.43111.141P+1.3-219.231-125.859-181.4733P+1.3104.391-10.341107.4933中跨B3右恒-5.1712.14600-8.812活-11.215.04-12.722地震左149.72-124.77187.151地震右-149.7