梁截面的計(jì)算案例概述目錄TOC\o"1-3"\h\u26945梁截面的計(jì)算案例概述 1160581.1內(nèi)力調(diào)整 193421.2正截面配筋計(jì)算 2262001.3斜截面配筋計(jì)算 61.1內(nèi)力調(diào)整由于節(jié)點(diǎn)是剛性節(jié)點(diǎn)，實(shí)際的剛性節(jié)點(diǎn)與計(jì)算時(shí)的簡(jiǎn)圖有分別，所以在實(shí)際計(jì)算時(shí)需要將取節(jié)點(diǎn)左右邊緣處的彎矩進(jìn)行計(jì)算，節(jié)點(diǎn)邊緣處的彎矩計(jì)算公式如下：M式子中，Mb是截面處的彎矩值。Hc是柱的截面高度；Mb1舉一層DE跨為例，計(jì)算梁端彎矩：M其余跨內(nèi)力調(diào)整見(jiàn)表8-1。表8-1梁邊緣彎矩計(jì)算表節(jié)點(diǎn)層號(hào)原梁端彎矩M剪力Vb(m)彎矩M(kN·m)節(jié)點(diǎn)層號(hào)原梁端彎矩M剪力Vb(m)彎矩M(kN·m)D右c-113.7889.820.5-91.33E左5-173.51129.180.5-141.224-205.59116.250.5-176.534-211.04-111.710.5-240.723-256.07134.050.5-222.563-261.36-136.790.5-302.562-293.84141.470.5-256.722-317.61-151.230.5-355.421-326.91157.880.5-287.441-333.84-160.800.5-374.04E右5-56.5061.000.5-41.25F左5-57.9261.200.5-42.624-101.97103.310.5-76.144-101.99-103.310.5-127.823-139.31134.770.5-105.623-139.31-134.770.5-173.002-171.52161.940.5-131.042-171.52-161.940.5-212.011-186.91172.990.5-143.661-186.87-172.990.5-230.12F右5-131.8794.650.5-115.21G左5-113.78-89.820.5-136.244-211.04111.710.5-181.364-205.59-116.250.5-234.653-261.36136.790.5-234.163-256.07-134.050.5-289.582-317.61151.230.5-279.802-293.84-141.470.5-330.961-333.84160.800.5-293.641-326.91-157.880.5-366.381.2正截面配筋計(jì)算舉一層DE梁為例，計(jì)算過(guò)程如下：DE跨左端彎矩值M=?333.84kN·mγ如果梁下部受拉，把截面視為T(mén)形截面計(jì)算，反之，如果梁上部受拉，則把截面視為按矩形計(jì)算。當(dāng)假定截面翼緣按跨度計(jì)算時(shí)，b根據(jù)梁間距計(jì)算時(shí)，bf根據(jù)翼緣高計(jì)算時(shí)，?0=??35=600?35=565mm,hf/h（不考慮）。最終選bf梁的縱向配筋選HRB400，則ξb=0.518。α=2414.92kN·m>250.38kN·m是第一類(lèi)T形截面αξ=1?A實(shí)配鋼筋420，面積為1256mm2ρ=其余跨正截面配筋見(jiàn)表8-2。表8-2框架梁縱筋實(shí)配表層號(hào)梁截面b彎矩值彎矩設(shè)計(jì)值γA實(shí)配鋼筋5層DE左端1.0030056591.3361.500.03740.0382343.2320941720跨中1.0030056566.1749.630.02710.0275247.39316603556右端1.002000565141.22105.920.00870.0087523.00320941720EF左端1.0030046541.2530.940.02500.0253187中1.003004659.437.070.00570.005742.37320941463右端1.0030046542.6231.970.02580.0261193.48320941600FG左端1.002000565115.2186.410.00710.0071426.33320941720跨中1.0030056561.4651.350.02810.0285256.08316603556右端1.00300565136.24102.180.05590.0575517.233209417204層DE左端1.00300565176.53132.400.07240.0752676.36320941720跨中1.0030056577.5451.160.03180.0323290.61316603556右端1.002000565240.72180.540.01480.0149894.28320941720EF左端1.0030046576.1457.110.04610.0472349.38320941600跨中1.003004655.644.230.00340.003425.31320941463右端1.00300465127.8295.870.07740.0806596.73320941600FG左端1.002000565181.36136.020.01120.0112672.50320941720跨中1.0030056577.5451.160.03180.0323290.61316603556右端1.00300565234.65175.990.09620.1013911.413209417203層DE左端1.00300565222.56166.920.09130.0958861.964221522720跨中1.0030056577.5651.170.03180.0323290.69316603556右端1.002000565302.56226.920.01860.01881126.214221522720EF左端1.00300465105.6279.220.06390.0661489.394201256600跨中1.003004655.874.400.00360.003626.354201256463右端1.00300465173129.750.10470.1109820.584201256600FG左端1.002000565234.16175.620.01440.0145869.734221520720跨中1.0030056571.4951.870.03220.0327294.23316603556右端1.00300565289.58217.190.11870.12681140.0342215207202層DE左端1.00300565256.72192.540.10530.11151002.484221522720跨中1.0030056577.2957.970.03170.0322289.66316603556右端1.002000565355.42266.570.02190.02211325.194221522720EF左端1.00300465131.0491.280.07930.0827612.444201256600跨中1.0030046513.199.890.00800.008059.334201256463右端1.00300465212.01159.010.12830.13781020.184201256600FG左端1.002000565279.88209.910.01720.01741041.044221520720跨中1.0030056577.2557.940.03170.0322289.51316603556右端1.00300565330.96241.220.13570.14641316.7542215207201層DE左端1.00300565287.44215.580.11790.12581131.004221522720跨中1.0030056581.9661.470.03360.0342307.47316603556右端1.002000565374.02280.520.02300.02331395.374221522720EF左端1.00300465143.66107.750.08700.0911674.364201256600跨中1.003004653.472.600.00210.002115.564201256463右端1.00300465230.12172.590.13930.15061114.994201256600FG左端1.002000565293.64220.230.01810.01821092.704221520720跨中1.0030056582.7962.090.03390.0345310.64316603556右端1.00300565366.38274.790.15020.16361471.3242215207201.3斜截面配筋計(jì)算查抗震規(guī)范確定本設(shè)計(jì)的抗震等級(jí)為一級(jí)，為滿足在框架受力時(shí)，梁先屈服破壞，而柱后破壞。梁的剪力設(shè)計(jì)值需要調(diào)整：V=一級(jí)抗震舉一層框架梁為例，各跨剪力設(shè)計(jì)值調(diào)整為：VbDEVbEFVbFG剪壓比驗(yàn)算DE跨：VbDE=237.00跨高比>2.5,則VDE跨剪壓比達(dá)到要求。EF跨VbEF=135.217VEF跨剪壓比達(dá)到要求。箍筋配筋計(jì)算梁DE兩側(cè)剪力：=237.00kN，=237.00kN抗震框架需滿足下列公式，驗(yàn)算結(jié)果如下V滿足單位梁的長(zhǎng)度配筋面積：A由上面計(jì)算可查配筋表得非加密區(qū)箍筋配筋為φ10@250(4)，而在加密區(qū)箍筋配筋可查配筋表和混規(guī)查間距得配筋為φ10@100(4)，加密區(qū)長(zhǎng)度取值600×2=1200mm。非加密區(qū)配箍率：ρ加密區(qū)配箍率：ρ最小配筋率查混規(guī)，一級(jí)框架為ρρ驗(yàn)算符合。其余的跨斜截面計(jì)算見(jiàn)表8-3。表8-3梁箍筋選配表層號(hào)梁跨剪力設(shè)計(jì)值V（kN）0.20n選配箍筋加密區(qū)長(zhǎng)度實(shí)際n配筋率（ρsv最小配筋率ρ5DE116.37761.75-0.150φ10@250(4)12001.2560.4180.19EF69.88410.09-0.010φ10@250(4)10001.2560.4180.19FG120.84761.75-0.125φ10@250(4)12001.2560.4180.194DE179.27761.750.201φ10@250(4)12001.2560.4180.19EF95.08410.090.416φ10@250(4)10001.2560.4180.19FG171.98761.750.199φ10@250(4)12001.2560.4180.193DE204.77761.750.343φ10@250(4)12001.2560.4180.19EF112.72410.090.588φ10@250(4)10001.2560.4180.19FG204.45761.750.341φ10@250(4)12001.2560.4180.192DE225.34761.750.458φ10@250(4)12001.2560.4180.19EF127.95410.090.7