某鋼筋混凝土框架結(jié)構(gòu)的截面設計計算案例目錄TOC\o"1-3"\h\u27821某鋼筋混凝土框架結(jié)構(gòu)的截面設計計算案例 1234861.1梁截面設計 1118571.1.2梁正截面設計 2251411.1.3斜截面設計 9253111.2框架柱配筋設計 13282401.2.1軸壓比計算 13154581.2.2強柱弱梁調(diào)整 13304461.2.3正截面配筋設計 14141321.2.4柱斜截面配筋設計. 21194751.3梁柱節(jié)點核芯區(qū)抗震驗算 23梁截面設計對框架梁進行截面設計時，在梁柱節(jié)點需要考慮剛性節(jié)點影響，即設計時取柱邊緣處的彎矩進行設計，邊緣彎矩計算如下：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層左跨為例，對梁端彎矩計算示意:同理，對一榀框架進行計算，匯總見下表：梁支座彎矩表位置層數(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5-119.89128.060.50-87.88B左5-149.15-142.110.50-113.624-225.07164.860.50-183.864-212.81-171.830.50-169.853-268.80175.000.50-225.053-245.41-182.570.50-199.772-309.82183.980.50-263.832-272.05-191.380.50-224.201-355.86193.750.50-307.421-290.53-204.250.50-239.47B右5-105.4755.990.50-91.47C左5-105.47-55.990.50-91.474-140.6377.130.50-121.354-140.63-77.130.50-121.353-183.33100.860.50-158.123-183.33-100.860.50-158.122-217.85120.160.50-187.812-217.85-120.160.50-187.811-257.06137.240.50-222.751-257.06-137.240.50-222.75C右5-149.15142.110.50-113.62D左5-119.89-128.060.50-87.884-212.81171.830.50-169.854-225.07-164.860.50-183.863-245.41182.570.50-199.773-268.80-175.000.50-225.052-272.05191.380.50-224.202-309.82-183.980.50-263.831-290.53204.250.50-239.471-355.86-193.750.50-307.42梁正截面設計梁屬于正截面受彎構(gòu)件，對于正截面計算時，結(jié)合其受力特性，按照兩端和跨中分別進行計算頂部和底部配筋，計算方式相同，以首層為例進行計算：第5層：梁AB，左端彎矩M=-87.88kN.m。αξ=1?AρA實配鋼筋320，實配鋼筋面積943mm2?？缰袕澗豈=152.76kN.m，αξ=1?AρA實配鋼筋320，實配鋼筋面積943mm2。右端彎矩M=-113.62kN.m。αξ=1?AρA實配鋼筋320，實配鋼筋面積943mm2。梁BC，左端彎矩M=-91.47kN.m。αξ=1?AρA實配鋼筋220，實配鋼筋面積628mm2?？缰袕澗豈=19.33kN.m，αξ=1?AρA實配鋼筋220，實配鋼筋面積628mm2。右端彎矩M=-91.47kN.m。αξ=1?AρA實配鋼筋220，實配鋼筋面積628mm2。梁CD，左端彎矩M=-113.62kN.m。αξ=1?AρA實配鋼筋320，實配鋼筋面積943mm2?？缰袕澗豈=152.76kN.m，αξ=1?AρA實配鋼筋320，實配鋼筋面積943mm2。右端彎矩M=-87.88kN.m。αξ=1?AρA實配鋼筋320，實配鋼筋面積943mm2。梁內(nèi)力配筋表截面計算公式梁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)-87.88152.76-113.62-91.4719.33-91.47-113.62152.76-87.88αs0.0300.0600.0300.0400.0100.0400.0300.0600.030ξ0.0300.0620.0300.0410.0100.0410.0300.0620.030計算面積As317.5656.2317.5368.789.9368.7317.5656.2317.5Amin549549549470470470549549549實配鋼筋320320320220220220320320320實配面積943943943628628628943943943配筋率ρ(%)0.450.450.450.350.350.350.450.450.45梁內(nèi)力配筋表截面計算公式梁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)-183.86173.15-169.85-121.3518.25-121.35-169.85173.15-183.86αs0.0500.0700.0500.0500.0100.0500.0500.0700.050ξ0.0510.0730.0510.0510.0100.0510.0510.0730.051計算面積As539.81772.67539.81458.6489.93458.64539.81772.67539.81Amin549.00549.00549.00470.00470.00470.00549.00549.00549.00實配鋼筋320320320220220220320320320實配面積943.00943.00943.00628.00628.00628.00943.00943.00943.00配筋率ρ(%)0.450.450.450.350.350.350.450.450.45梁內(nèi)力配筋表截面計算公式梁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)-225.05172.52-199.77-158.1218.25-158.12-199.77172.52-225.05αs0.0700.0700.0600.0600.0100.0600.0600.0700.070ξ0.0730.0730.0620.0620.0100.0620.0620.0730.073計算面積As772.67772.67656.24557.5689.93557.56656.24772.67772.67Amin549.00549.00549.00470.00470.00470.00549.00549.00549.00實配鋼筋320320320320220320320320320實配面積943.00943.00943.00943.00628.00943.00943.00943.00943.00配筋率ρ(%)0.450.450.450.520.350.520.450.450.45梁內(nèi)力配筋表截面計算公式梁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)-263.83172.07-224.20-187.8118.25-187.81-224.20172.07-263.83αs0.0800.0700.0700.0800.0100.0800.0700.0700.080ξ0.0830.0730.0730.0830.0100.0830.0730.0730.083計算面積As878.52772.67772.67746.4189.93746.41772.67772.67878.52Amin549.00549.00549.00470.00470.00470.00549.00549.00549.00實配鋼筋420320320320220320320320420實配面積1257.00943.00943.00943.00628.00943.00943.00943.001257.00配筋率ρ(%)0.600.450.450.520.350.520.450.450.60梁內(nèi)力配筋表截面計算公式梁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)-307.42184.65-239.47-222.7518.25-222.75-239.47184.65-307.42αs0.0900.0700.0700.0900.0100.0900.0700.0700.090ξ0.0940.0730.0730.0940.0100.0940.0730.0730.094計算面積As994.95772.67772.67845.3389.93845.33772.67772.67994.95Amin549.00549.00549.00470.00470.00470.00549.00549.00549.00實配鋼筋420320320420220420320320420實配面積1257.00943.00943.001257.00628.001257.00943.00943.001257.00配筋率ρ(%)0.600.450.450.700.350.700.450.450.60斜截面設計本工程為抗震設計，框架梁需考慮強剪弱彎設計，根據(jù)抗震規(guī)范，按照3級抗震進行強剪弱彎調(diào)整，以頂層為例，計算過程如下：VVV根據(jù)梁內(nèi)力計算斜截面配筋，計算如下：梁AB:V左端計算：VA加密區(qū)實配8@100(2)，非加密區(qū)8@200(2)Aρ右端計算：VA加密區(qū)實配8@100(2)，非加密區(qū)8@200(2)Aρ同理，一榀框架梁斜截面配筋匯總后見下表：梁箍筋配筋表樓層截面位置Vb

(kN)0.20fcbh0/γreAs/s非加密區(qū)配筋加密區(qū)配筋As/s(實配)ρsvρsvmin5層AB梁左136.75896.58-0.118@200(2)8@100(2)1.010.340.12梁右136.75896.58-0.118@200(2)8@100(2)1.010.340.12BC梁左96.63761.75-0.128@200(2)8@100(2)1.010.340.11梁右96.63761.75-0.128@200(2)8@100(2)1.010.340.11CD梁左136.75896.58-0.118@200(2)8@100(2)1.010.340.12梁右136.75896.58-0.118@200(2)8@100(2)1.010.340.124層AB梁左177.86896.580.038@200(2)8@100(2)1.010.340.12梁右177.86896.580.038@200(2)8@100(2)1.010.340.12BC梁左112.01761.75-0.058@200(2)8@100(2)1.010.340.11梁右112.01761.75-0.058@200(2)8@100(2)1.010.340.11CD梁左177.86896.580.038@200(2)8@100(2)1.010.340.12梁右177.86896.580.038@200(2)8@100(2)1.010.340.123層AB梁左189.03896.580.078@200(2)8@100(2)1.010.340.12梁右189.03896.580.078@200(2)8@100(2)1.010.340.12BC梁左138.10761.750.088@200(2)8@100(2)1.010.340.11梁右138.10761.750.088@200(2)8@100(2)1.010.340.11CD梁左189.03896.580.078@200(2)8@100(2)1.010.340.12梁右189.03896.580.078@200(2)8@100(2)1.010.340.122層AB梁左198.96896.580.118@200(2)8@100(2)1.010.340.12梁右198.96896.580.118@200(2)8@100(2)1.010.340.12BC梁左159.17761.750.188@200(2)8@100(2)1.010.340.11梁右159.17761.750.188@200(2)8@100(2)1.010.340.11CD梁左198.96896.580.118@200(2)8@100(2)1.010.340.12梁右198.96896.580.118@200(2)8@100(2)1.010.340.121層AB梁左208.21896.580.148@200(2)8@100(2)1.010.340.12梁右208.21896.580.148@200(2)8@100(2)1.010.340.12BC梁左183.97761.750.318@200(2)8@100(2)1.010.340.11梁右183.97761.750.318@200(2)8@100(2)1.010.340.11CD梁左208.21896.580.148@200(2)8@100(2)1.010.340.12梁右208.21896.580.148@200(2)8@100(2)1.010.340.12框架柱配筋設計軸壓比計算框架柱軸壓比與配筋有關，先行對軸壓比進行計算，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)5290050046519.10275.133.120.0584290050046519.10629.373.120.1323290050046519.10985.903.120.2062290050046519.101345.183.120.2821400050046519.101715.634.30.3595290050046519.10364.303.120.0764290050046519.10810.793.120.173290050046519.101260.633.120.2642290050046519.101713.503.120.3591400050046519.102180.154.30.4575290050046519.10364.303.120.0764290050046519.10810.793.120.173290050046519.101260.633.120.2642290050046519.101713.503.120.3591400050046519.102180.154.30.4575290050046519.10275.133.120.0584290050046519.10629.373.120.1323290050046519.10985.903.120.2062290050046519.101345.183.120.2821400050046519.101715.634.30.359強柱弱梁調(diào)整以A軸為例，按抗規(guī)6.2.2條對框架各層進行強柱弱梁調(diào)整，計算如下：第5層，無需調(diào)整。第4層軸壓比小于0.15，無需調(diào)整。根據(jù)抗規(guī)6.2.2，當需要進行強柱弱梁調(diào)整時，調(diào)整的計算公式如下對3層及以下樓層進行調(diào)整，以底層頂節(jié)點為例，上部彎矩為182.04kN.m,下部彎矩為-185.97kN.m，右端彎矩為-355.86kN.m:∑抗震等級為3級，ηc取1.3?！普{(diào)整結(jié)果匯總見下表：強柱弱梁調(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-128.45-128.45114.15114.15-114.15-114.15128.45128.45柱底98.6998.69-97.56-180.6097.56180.60-98.69-98.694層柱頂-140.25-140.25150.64278.87-150.64-278.87140.25140.25柱底123.77153.13-142.98-246.29142.98246.29-123.77-153.133層柱頂-158.68-196.31180.59311.07-180.59-311.07158.68196.31柱底151.26188.29-180.47-298.39180.47298.39-151.26-188.292層柱頂-172.29-214.47204.72338.48-204.72-338.48172.29214.47柱底182.04228.84-209.30-350.82209.30350.82-182.04-228.841層柱頂-185.97-233.78215.40361.05-215.40-361.05185.97233.78柱底197.23256.40-240.34-312.44240.34312.44-197.23-256.40正截面配筋設計以A軸柱為例，對框架柱進行正截面配筋計算：第A軸第5層最不利內(nèi)力:M=128.45kN.m，N=226.73kN,軸壓比為：μ=μ小于0.15，取抗震調(diào)整系數(shù)為0.75x=x=17.81mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應，計算過程如下：η根據(jù)規(guī)范，ns×Cmη不小于1.0M=e=20+對框架柱采用對稱配筋，按規(guī)范計算面積：實配鋼筋1218,實配面積As=3054mm2，ρ(%)=1.22%。第4層最不利內(nèi)力:M=153.13kN.m，N=567.16kN,軸壓比為：μ=μ小于0.15，取抗震調(diào)整系數(shù)為0.75x=x=44.54mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應，計算過程如下：ηM=e=20+對框架柱采用對稱配筋，按規(guī)范計算面積：實配鋼筋1218,實配面積As=3054mm2，ρ(%)=1.22%。第3層最不利內(nèi)力:M=196.31kN.m，N=863.74kN,軸壓比為：μ=μ大于0.15，取抗震調(diào)整系數(shù)為0.8x=x=72.36mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應，計算過程如下：ηM=e=20+對框架柱采用對稱配筋，按規(guī)范計算面積：實配鋼筋1218,實配面積As=3054mm2，ρ(%)=1.22%。第2層最不利內(nèi)力:M=228.84kN.m，N=1223.29kN,軸壓比為：μ=μ大于0.15，取抗震調(diào)整系數(shù)為0.8x=x=102.47mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應，計算過程如下：ηM=e=20+對框架柱采用對稱配筋，按規(guī)范計算面積：實配鋼筋1218,實配面積As=3054mm2，ρ(%)=1.22%。第1層最不利內(nèi)力:M=256.399kN.m，N=1573.86kN,軸壓比為：μ=μ大于0.15，取抗震調(diào)整系數(shù)為0.8x=x=131.84mm<0.55×465=255.75mm，大偏心受壓按規(guī)范考慮撓曲效應，計算過程如下：ηM=e=20+對框架柱采用對稱配筋，按規(guī)范計算面積：實配鋼筋1218,實配面積As=3054mm2，ρ(%)=1.22%。柱配筋表柱編號M(kN.m)N(kN)γreξb(mm)ζce0(mm)ηnsCmMeAs(mm2)Asmin實配鋼筋配筋率(%)A-5128.45226.730.75255.751201.030.93128.45801.53379.35187512181.22A-4153.13567.160.75255.751201.060.97157.45512.61192.06187512181.22A-3196.31863.740.8255.751201.070.99207.95475.76209.4187512181.22A-2228.841223.290.8255.751201.090.98244.45434.83133.29187512181.22A-1256.3991573.860.8255.751201.270.97315.86435.69297.81187512181.22B-5180.6313.860.75255.751201.030.89180.6810.42543.96187512181.22B-4278.87621.70.75255.751201.040.96278.87683.56731.98187512181.22B-3311.07943.550.8255.751201.050.99323.36577.71742.33187512181.22B-2350.821281.910.8255.751201.060.99368.15522.19734.47187512181.22B-1361.051562.070.8255.751201.20.96415.93501.27821.05187512181.22C-5180.6313.860.75255.751201.030.89180.6810.42543.96187512181.22C-4278.87621.70.75255.751201.040.96278.87683.56731.98187512181.22C-3311.07943.550.8255.751201.050.99323.36577.71742.33187512181.22C-2350.821281.910.8255.751201.060.99368.15522.19734.47187512181.22C-1361.051562.070.8255.751201.20.96415.93501.27821.05187512181.22D-5128.45226.730.75255.751201.030.93128.45801.53379.35187512181.22D-4153.13567.160.75255.751201.060.97157.45512.61192.06187512181.22D-3196.31863.740.8255.751201.070.99207.95475.76209.4187512181.22D-2228.841223.290.8255.751201.090.98244.45434.83133.29187512181.22D-1256.3991573.860.8255.751201.270.97315.86435.69297.81187512181.22柱斜截面配筋設計.本工程為抗震設計，斜截面需考慮強剪弱彎設計，3級抗震，以頂層邊柱為例，強剪弱彎調(diào)整如下：V以頂層邊柱為例，計算柱斜截面配筋：A軸彎矩為98.69kN.m，軸力為253.73kN，剪力為93.98897kN。λ=剪跨比范圍為1~3，取2.258101V≤N≤0.3×A×A加密區(qū)8@100(4)，非加密區(qū)8@200(4)Aρ3級抗震，軸壓比μ=0.06,查混規(guī)表11.4.17，配箍特征值λv=0.06ρ查混規(guī)11章，最小體積配箍率為0.40%，滿足要求。柱箍筋配筋表軸號樓層MNVM/Vh0λ0.20fcbh00.3fcAAsv/s加密區(qū)配筋非加密區(qū)配筋Asv/s（實配）ρvρvminA598.69253.7393.992.262.261044.881432.50-0.378@100(4)8@200(4)2.010.900.404153.13567.16121.402.712.711044.881432.50-0.258@100(4)8@200(4)2.010.900.403188.29890.74159.142.542.541044.881432.50-0.198@100(4)8@200(4)2.010.900.402228.841223.29183.442.682.681044.881432.50-0.158@100(4)8@200(4)2.010.900.401256.401573.86147.053.753.001044.881432.50-0.368@100(4)8@200(4)2.010.900.40B5-180.60313.86121.97-3.181.00783.661432.50-0.738@100(4)8@200(4)2.010.900.404-246.29648.70217.31-2.441.00783.661432.50-0.368@100(4)8@200(4)2.010.900.403-298.39970.5525