現(xiàn)澆混凝土結(jié)構(gòu)設(shè)計(jì)中的截面設(shè)計(jì)計(jì)算案例綜述梁截面設(shè)計(jì)現(xiàn)澆混凝土結(jié)構(gòu)中梁柱節(jié)點(diǎn)為剛域，梁截面設(shè)計(jì)時(shí)彎矩考慮至柱邊緣即可，調(diào)整如下：MEQ其中，Mb為控制截面內(nèi)力；EQHc為柱截面高度；Mb1為柱中處梁端彎矩；q為梁上作用的均布作用荷載。以第5層邊跨為例:其他梁計(jì)算原理同上，匯總?cè)缦拢毫褐ё鶑澗乇砦恢脤訑?shù)支座M剪力Vb(m)M(kN.m)位置層數(shù)支座M剪力Vb(m)M(kN.m)A右5-102.9490.540.50-80.31B左5-117.69-100.900.50-92.474-209.89134.270.50-176.324-191.03-140.790.50-155.833-261.99146.910.50-225.263-234.17-153.610.50-195.772-308.76157.060.50-269.502-263.80-163.650.50-222.891-423.27176.840.50-379.061-293.80-186.150.50-247.26B右5-114.3466.890.50-97.62C左5-114.34-66.890.50-97.624-198.71138.260.50-164.154-198.71-138.260.50-164.153-282.59208.590.50-230.443-282.59-208.590.50-230.442-340.63257.080.50-276.362-340.63-257.080.50-276.361-411.54310.140.50-334.011-411.54-310.140.50-334.01C右5-117.69100.900.50-92.47D左5-102.94-90.540.50-80.314-191.03140.790.50-155.834-209.89-134.270.50-176.323-234.17153.610.50-195.773-261.99-146.910.50-225.262-263.80163.650.50-222.892-308.76-157.060.50-269.501-293.80186.150.50-247.261-423.27-176.840.50-379.06梁正截面設(shè)計(jì)對(duì)梁正截面進(jìn)行設(shè)計(jì)，按照教材和規(guī)范，取控制截面即兩端和跨中，以首層為例：EQ第5層：梁AB，EQ左端彎矩M=-80.31kN.m。αξ=1?AρA實(shí)配鋼筋416，面積804mm2。M=101.89kN.mαξAρA實(shí)配鋼筋416，面積804mm2。EQ右端支座M=-92.47kN.mαξAρA實(shí)配鋼筋416，面積804mm2。梁BC，EQ左端彎矩M=-97.62kN.m。αξ=1?AρA實(shí)配鋼筋316，面積603mm2。M=6.03kN.mαξAρA實(shí)配鋼筋316，面積603mm2。EQ右端支座M=-97.62kN.mαξAρA實(shí)配鋼筋316，面積603mm2。梁CD，EQ左端彎矩M=-92.47kN.m。αξ=1?AρA實(shí)配鋼筋416，面積804mm2。M=101.89kN.mαξAρA實(shí)配鋼筋416，面積804mm2。EQ右端支座M=-80.31kN.mαξAρA實(shí)配鋼筋416，面積804mm2。梁內(nèi)力配筋表截面計(jì)算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端5層M/(kN.m)-80.31101.89-92.47-97.626.03-97.62-92.47101.89-80.31αs0.0300.0500.0400.0500.0000.0500.0400.0500.030ξ0.0300.0510.0410.0510.0000.0510.0410.0510.030計(jì)算面積As237.7404.2324.9343.40.0343.4324.9404.2237.7Amin525525525450450450525525525實(shí)配鋼筋416416416316316316416416416實(shí)配面積804804804603603603804804804配筋率ρ(%)0.380.380.380.340.340.340.380.380.38梁內(nèi)力配筋表截面計(jì)算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端4層M/(kN.m)-176.32124.22-155.83-164.155.85-164.15-155.83124.22-176.32αs0.0700.0700.0600.0900.0000.0900.0600.0700.070ξ0.0730.0730.0620.0940.0000.0940.0620.0730.073計(jì)算面積As578.49578.49491.32632.890.00632.89491.32578.49578.49Amin525.00525.00525.00450.00450.00450.00525.00525.00525.00實(shí)配鋼筋416416416416316416416416416實(shí)配面積804.00804.00804.00804.00603.00804.00804.00804.00804.00配筋率ρ(%)0.380.380.380.450.340.450.380.380.38梁內(nèi)力配筋表截面計(jì)算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端3層M/(kN.m)-225.26123.77-195.77-230.445.85-230.44-195.77123.77-225.26αs0.0900.0700.0800.1300.0000.1300.0800.0700.090ξ0.0940.0730.0830.1400.0000.1400.0830.0730.094計(jì)算面積As744.91578.49657.74942.610.00942.61657.74578.49744.91Amin525.00525.00525.00450.00450.00450.00525.00525.00525.00實(shí)配鋼筋516416416616316616416416516實(shí)配面積1006.00804.00804.001207.00603.001207.00804.00804.001006.00配筋率ρ(%)0.480.380.380.670.340.670.380.380.48梁內(nèi)力配筋表截面計(jì)算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端2層M/(kN.m)-269.50123.77-222.89-276.365.85-276.36-222.89123.77-269.50αs0.1100.0700.0900.1500.0000.1500.0900.0700.110ξ0.1170.0730.0940.1630.0000.1630.0940.0730.117計(jì)算面積As927.18578.49744.911097.470.001097.47744.91578.49927.18Amin525.00525.00525.00450.00450.00450.00525.00525.00525.00實(shí)配鋼筋616416516616316616516416616實(shí)配面積1207.00804.001006.001207.00603.001207.001006.00804.001207.00配筋率ρ(%)0.570.380.480.670.340.670.480.380.57梁內(nèi)力配筋表截面計(jì)算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端1層M/(kN.m)-379.06131.42-247.26-334.015.85-334.01-247.26131.42-379.06αs0.1500.0700.1000.1800.0000.1800.1000.0700.150ξ0.1630.0730.1060.2000.0000.2000.1060.0730.163計(jì)算面積As1291.71578.49840.011346.580.001346.58840.01578.491291.71Amin525.00525.00525.00450.00450.00450.00525.00525.00525.00實(shí)配鋼筋716416516816316816516416716實(shí)配面積1408.00804.001006.001609.00603.001609.001006.00804.001408.00配筋率ρ(%)0.670.380.480.890.340.890.480.380.67斜截面設(shè)計(jì)考慮地震組合的框架梁端剪力設(shè)計(jì)按抗震規(guī)范調(diào)整，抗震等級(jí)為2級(jí)，以頂層為例，計(jì)算過程如下：VVVEQ根據(jù)梁內(nèi)力計(jì)算斜截面配筋，計(jì)算如下：梁AB:

V左端計(jì)算：VA加密區(qū)實(shí)配8@100(2)，非加密區(qū)8@200(2)Aρ右端計(jì)算：VA加密區(qū)實(shí)配8@100(2)，非加密區(qū)8@200(2)Aρ其他梁斜截面計(jì)算方法同上，匯總?cè)缦拢毫汗拷钆浣畋順菍咏孛嫖恢肰b

(kN)0.20fcbh0/γreAs/s非加密區(qū)配筋加密區(qū)配筋A(yù)s/s(實(shí)配)ρsvρsvmin5層AB梁左100.46671.26-0.148@200(2)8@100(2)1.010.340.11梁右100.46671.26-0.148@200(2)8@100(2)1.010.340.11BC梁左138.00570.320.088@200(2)8@100(2)1.010.340.10梁右138.00570.320.088@200(2)8@100(2)1.010.340.10CD梁左100.46671.26-0.148@200(2)8@100(2)1.010.340.11梁右100.46671.26-0.148@200(2)8@100(2)1.010.340.114層AB梁左150.44671.260.038@200(2)8@100(2)1.010.340.11梁右150.44671.260.038@200(2)8@100(2)1.010.340.11BC梁左220.61570.320.428@200(2)8@100(2)1.010.340.10梁右220.61570.320.428@200(2)8@100(2)1.010.340.10CD梁左150.44671.260.038@200(2)8@100(2)1.010.340.11梁右150.44671.260.038@200(2)8@100(2)1.010.340.113層AB梁左165.67671.260.098@200(2)8@100(2)1.010.340.11梁右165.67671.260.098@200(2)8@100(2)1.010.340.11BC梁左304.34570.320.778@200(2)8@100(2)1.010.340.10梁右304.34570.320.778@200(2)8@100(2)1.010.340.10CD梁左165.67671.260.098@200(2)8@100(2)1.010.340.11梁右165.67671.260.098@200(2)8@100(2)1.010.340.112層AB梁左177.90671.260.138@200(2)8@100(2)1.010.340.11梁右177.90671.260.138@200(2)8@100(2)1.010.340.11BC梁左362.35570.321.018@200(2)8@100(2)1.010.340.10梁右362.35570.321.018@200(2)8@100(2)1.010.340.10CD梁左177.90671.260.138@200(2)8@100(2)1.010.340.11梁右177.90671.260.138@200(2)8@100(2)1.010.340.111層AB梁左200.86671.260.218@200(2)8@100(2)1.010.340.11梁右200.86671.260.218@200(2)8@100(2)1.010.340.11BC梁左435.17570.321.328@200(2)8@100(2)1.010.340.10梁右435.17570.321.328@200(2)8@100(2)1.010.340.10CD梁左200.86671.260.218@200(2)8@100(2)1.010.340.11梁右200.86671.260.218@200(2)8@100(2)1.010.340.11框架柱配筋設(shè)計(jì)軸壓比計(jì)算框架柱軸壓比與配筋有關(guān)，先行對(duì)軸壓比進(jìn)行計(jì)算，見下表：柱軸壓比表樓層柱凈高Hb(mm)h0(mm)fc(N/mm2)N(kN)H/(2×h0)N/(fc×b×h)5290050046514.30316.853.120.0894290050046514.30664.693.120.1863290050046514.301012.463.120.2832290050046514.301360.293.120.3811390050046514.301714.964.190.485290050046514.30354.553.120.0994290050046514.30808.553.120.2263290050046514.301325.453.120.3712290050046514.301880.673.120.5261390050046514.302476.674.190.6935290050046514.30354.553.120.0994290050046514.30808.553.120.2263290050046514.301325.453.120.3712290050046514.301880.673.120.5261390050046514.302476.674.190.6935290050046514.30316.853.120.0894290050046514.30664.693.120.1863290050046514.301012.463.120.2832290050046514.301360.293.120.3811390050046514.301714.964.190.48強(qiáng)柱弱梁調(diào)整以A軸為例進(jìn)行調(diào)整計(jì)算，按抗震規(guī)范，頂層即第5層無需調(diào)整。根據(jù)抗規(guī)6.2.2，當(dāng)需要進(jìn)行強(qiáng)柱弱梁調(diào)整時(shí)，調(diào)整的計(jì)算公式如下：第4層以及以下層數(shù)需要進(jìn)行調(diào)整，以首層柱頂為例進(jìn)行計(jì)算：上部彎矩為178.37kN.m,下部彎矩為-254.12kN.m，右端彎矩為-423.27kN.m:∑抗震等級(jí)為2級(jí)，ηc取1.5。∑調(diào)整結(jié)果匯總見下表：強(qiáng)柱弱梁調(diào)整表樓層位置A軸B軸C軸D軸調(diào)前調(diào)后調(diào)前調(diào)后調(diào)前調(diào)后調(diào)前調(diào)后5層柱頂-108.81-108.81125.35125.35-125.35-125.35108.81108.81柱底83.74119.69-108.09-215.69108.09215.69-83.74-119.694層柱頂-136.53-195.14184.88368.92-184.88-368.92136.53195.14柱底116.04167.45-184.70-339.98184.70339.98-116.04-167.453層柱頂-156.29-225.53236.41435.16-236.41-435.16156.29225.53柱底147.92214.67-236.36-420.94236.36420.94-147.92-214.672層柱頂-171.21-248.47272.73485.71-272.73-485.71171.21248.47柱底178.37261.85-275.33-490.03275.33490.03-178.37-261.851層柱頂-254.12-373.05319.13567.98-319.13-567.98254.12373.05柱底287.53431.29-373.52-560.28373.52560.28-287.53-431.29正截面配筋設(shè)計(jì)以A軸柱為例，對(duì)框架柱進(jìn)行正截面配筋計(jì)算：第A軸第5層最不利內(nèi)力:M=119.69kN.m，N=289.19kNμμ小于0.15，系數(shù)取0.75x=x=30.33mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應(yīng)，計(jì)算過程如下：ηM=e=20+對(duì)框架柱采用對(duì)稱配筋，按規(guī)范計(jì)算面積：實(shí)配鋼筋1218,實(shí)配面積As=3054mm2，ρ(%)=1.22%。第4層最不利內(nèi)力:M=195.14kN.m，N=584.11kNμμ大于0.15，系數(shù)取0.8x=x=65.35mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應(yīng)，計(jì)算過程如下：ηM=e=20+對(duì)框架柱采用對(duì)稱配筋，按規(guī)范計(jì)算面積：實(shí)配鋼筋1218,實(shí)配面積As=3054mm2，ρ(%)=1.22%。第3層最不利內(nèi)力:M=225.53kN.m，N=918.66kNμμ大于0.15，系數(shù)取0.8x=x=102.79mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應(yīng)，計(jì)算過程如下：ηM=e=20+對(duì)框架柱采用對(duì)稱配筋，按規(guī)范計(jì)算面積：實(shí)配鋼筋1218,實(shí)配面積As=3054mm2，ρ(%)=1.22%。第2層最不利內(nèi)力:M=261.85kN.m，N=1290.37kNμμ大于0.15，系數(shù)取0.8x=x=144.38mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應(yīng)，計(jì)算過程如下：ηM=e=20+對(duì)框架柱采用對(duì)稱配筋，按規(guī)范計(jì)算面積：實(shí)配鋼筋1218,實(shí)配面積As=3054mm2，ρ(%)=1.22%。第1層最不利內(nèi)力:M=431.295kN.m，N=1662.35kNμμ大于0.15，系數(shù)取0.8x=x=186.00mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應(yīng)，計(jì)算過程如下：ηM=e=20+對(duì)框架柱采用對(duì)稱配筋，按規(guī)范計(jì)算面積：實(shí)配鋼筋1218,實(shí)配面積As=3054mm2，ρ(%)=1.22%。柱配筋表柱編號(hào)M(kN.m)N(kN)γreξb(mm)ζce0(mm)ηnsCmMeAs(mm2)Asmin實(shí)配鋼筋配筋率(%)A-5119.69289.190.75255.751201.040.97120.74652.51284.07212512181.22A-4195.14584.110.8255.751201.050.96196.7571.75420.98212512181.22A-3225.53918.660.8255.751201.070.99238.9495.05386.61212512181.22A-2261.851290.370.8255.751201.080.98277.14449.78379.86212512181.22A-1431.2951662.350.8255.751201.170.96484.43526.411326.48212512181.22B-5215.69272.240.75255.751201.020.87215.691027.28760.41212512181.22B-4368.92510.40.75255.751201.020.98368.92957.811284.82212512181.22B-3435.16718.050.8255.751201.030.99443.73852.971588.79212512181.22B-2490.03914.250.8255.751201.031504.73787.071763.44212512181.22B-1567.981025.90.8255.751201.081613.42832.932254.92212512181.22C-5215.69272.240.75255.751201.020.87215.691027.28760.41212512181.22C-4368.92510.40.75255.751201.020.98368.92957.811284.82212512181.22C-3435.16718.050.8255.751201.030.99443.73852.971588.79212512181.22C-2490.03914.250.8255.751201.031504.73787.071763.44212512181.22C-1567.981025.90.8255.751201.081613.42832.932254.92212512181.22D-5119.69289.190.75255.751201.040.97120.74652.51284.07212512181.22D-4195.14584.110.8255.751201.050.96196.7571.75420.98212512181.22D-3225.53918.660.8255.751201.070.99238.9495.05386.61212512181.22D-2261.851290.370.8255.751201.080.98277.14449.78379.86212512181.22D-1431.2951662.350.8255.751201.170.96484.43526.411326.48212512181.22柱斜截面配筋設(shè)計(jì).本工程為抗震設(shè)計(jì)，斜截面需考慮強(qiáng)剪弱彎設(shè)計(jì)，2級(jí)抗震。以頂層邊柱為例，強(qiáng)剪弱彎調(diào)整如下：V以頂層邊柱為例，計(jì)算柱斜截面配筋：A軸彎矩為119.69kN.m，軸力為289.19kN，剪力為102.431kN。λ剪跨比范圍為1~3，取2.512889V≤N≤0.3×A×A加密區(qū)8@100(4)，非加密區(qū)8@200(4)Aρ抗震等級(jí)為2級(jí)，軸壓比μ=0.09,查混規(guī)表11.4.17，配箍特征值λv=0.08ρ查混規(guī)11章，最小體積配箍率為0.60%，滿足要求。柱箍筋配筋表軸號(hào)樓層MNVM/Vh0λ0.20fcbh00.3fcAAsv/s加密區(qū)配筋非加密區(qū)配筋A(yù)sv/s（實(shí)配）ρvρvminA5119.69289.19102.432.512.51782.291072.50-0.178@100(4)8@200(4)2.010.900.604167.45611.11162.542.222.22913.591252.50-0.098@100(4)8@200(4)2.010.900.603214.67945.66197.332.342.34913.591252.500.008@100(4)8@200(4)2.010.900.602261.851290.37228.762.462.46913.591252.500.088@100(4)8@200(4)2.010.900.601431.301662.35268.123.463.00913.591252.500.378@100(4)8@200(4)2.010.900.60B5-215.69272.24152.88-3.031.00685.191252.50-0.468@100(4)8@200(4)2.010.900.604-339.98537.40317.78-2.301.00685.191252.500.298@100(4)8@200(4)2.010.900.603-420.94745.05383.77-2.361.00685.