发布时间 : 星期一 文章某旅馆八层框架结构设计计算书 土木工程专业毕业设计 毕业论文更新完毕开始阅读3db9a24ca617866fb84ae45c3b3567ec102ddc9f
框架横梁内力组合层次截部面位恒荷载 MG支HG左G右F左F右座跨1中EHGGFFEMQMW非抗震活荷载风荷载 可变荷载效应1.4MQ-25.41-26.14-3.58-9.67-50.63-48.8127.10-0.0749.96 VG支HG左G右F左F右座E46.8047.217.7614.1166.8366.07-6.24-6.50-1.15-2.70 永久荷载效应ME1.3ME1.2M'GγRE(1.2M'G+γRE(1.3ME-1.3ME)1.0M'G)268.29203.11217.28223.35130.18193.05268.29203.11217.28223.35130.18193.05-319.64-256.01-224.76-243.19-233.20-292.3043.120.2580.09VE119.32119.32194.14194.1472.5472.541.3VE155.12155.12252.38252.3894.3094.301.2V'G63.0763.6510.9919.5790.5989.56γRE(1.2V'G+1.3VE)185.45185.95223.87231.16157.16156.28185.45185.95223.87231.16157.16156.28支座VMGE支座+M支座-M跨中M1.4×0.7MQ-40.42-41.66-5.96-15.70-81.29-78.3043.120.1480.091.4×(VQ+VW)128.02128.70106.09115.73136.86135.681.4×0.7VQ74.4675.1613.2223.36107.20105.97M=1.2MG+M=1.2MG+0.9× M=1.35MG+1.4×(MQ+MW)-183.24-152.79-114.53-130.03-166.99-193.87抗震内力组合取值?114.99?89.87-39.23-40.47-5.91-15.38-79.24-76.3041.860.2578.01?301.50?391.95?235.45?306.09-34.24-35.27-4.99-13.22-68.68-66.17-319.64-256.01-224.76-243.19-233.20-292.30?86.34?91.29?226.69?294.70?239.25?311.03-13.20?71.11-12.66?94.726.670.2412.90VQ11.5111.662.804.4017.3317.12VW45.5245.5274.0174.0127.6427.64?186.35?242.26?248.90?323.57V=1.2VG+V=1.2NG+0.9×V=1.35VG+1.4VQ72.2772.9813.2323.09104.46103.25 注：1.震调整系数γRE，抗弯取0.75，抗剪取0.85
2.MGE为相应于本跨内的γRE（1.2MG'+1.3ME)max,见表 3.弯矩单位为KNm,剪力单位为KN
七、梁柱截面配筋计算
框架梁、柱截面配筋除满足承载力要求外，对于梁和e0/h0>5.5的偏心受压柱还应满足裂缝宽度要求。
（一）梁的配筋计算
（1）梁的支座截面考虑了柱支座宽度的影响，按支座边缘截面的弯矩计算，其值为：M=M组-V组b/2
式中，M组为梁内力组合表中支座轴线上的弯矩值；V组为相应组合的支座剪力；b为柱的支承宽度，1~2层b=600mm,3~8层 b=500mm.按上式的计算结果列入表15中。
梁支座边缘弯矩计算 表15
截面位置支座M组内力V组54.5582.3499.54118.54130.99140.86162.91185.4552.3161.7093.28121.28140.06162.90206.12223.8771.54101.93107.55112.06119.21125.26136.03157.16bm0.50.50.50.50.50.50.60.60.50.50.50.50.50.50.60.60.50.50.50.50.50.50.60.6MKNm-41.59-75.34-105.64-144.82-173.07-184.51-213.30-264.01-18.30-42.44-67.04-88.91-103.36-121.89-144.63-157.60-40.73-67.70-92.99-115.56-128.47-147.14-173.97-186.05截面位置G左—8G左—7G左—6G左—5G左—4G左—4G左—2G左—1F左—8F左—7F左—6F左—5F左—4F左—3F左—2F左—1E—8E—7E—6E—5E—4E—3E—2E—1支座M组-45.07-81.12-114.64-144.64-164.51-189.29-236.24-256.01-42.36-67.62-102.44-132.86-151.71-178.50-221.87-243.19-64.27-104.97-134.14-161.51-191.29-202.41-224.87-292.30内力V组55.6082.72100.02118.64131.47141.51163.62185.9562.5969.97101.67129.67148.46171.49212.96231.1668.44100.40105.87110.81119.21125.26136.03156.28bmm0.50.50.50.50.50.50.60.60.50.50.50.50.50.50.60.60.50.50.50.50.50.50.60.6MKNm-31.17-60.44-89.63-114.98-131.64-153.91-187.16-200.23-26.71-50.13-77.02-100.44-114.60-135.63-157.98-173.84-47.16-79.87-107.67-133.81-161.49-171.10-184.07-245.42H—8-55.23H—7-95.92H—6-130.52H—5-174.45H—4-205.82H—3-219.72H—2-262.17H—1-319.64G右—8-31.37G右—7-57.87G右—6-90.36G右—5-119.23G右—4-138.37G右—3-162.62G右—2-206.47G右—1-224.76F右—8-58.61F右—7-93.18F右—6-119.88F右—5-143.57F右—4-158.27F右—3-178.46F右—2-214.78F右—1-233.20
（2）计算纵向受拉钢筋
当梁下部受拉时，按T形截面设计，当梁上部受拉时按矩形截面设计。
对于FE跨
翼缘计算宽度当按跨度考虑时，b'f?l6.0??2.0m?2000mm； 33按梁间距考虑时，b'f?b?sn?250?3050?3300mm；
按翼缘高度考虑,b'f/h0?100/510?0.2?0.1,无须考虑这种情况。 故取h'f?2000mm。
同理，HG跨b'f?1500mm，GF跨b'f?800mm
梁内纵向钢筋选HRB400级钢(fy?fy'?360N/mm2),ξb=0.518。下部跨间截面按单筋T形截面计算。因为 对于FE跨
?1fcb'fh'f(h0?h'f2)?1.0?16.7?2000?100?(510?100)?1536.4KNm?170.87KNm 2属于第一类T形截面，同理HG,GF跨梁也为第一类T形截面。 具体计算过程见表16