【框架結構設計中的框架內力組合探析案例綜述5800字】

框架結構設計中的框架內力組合分析案例綜述目錄TOC\o"1-2"\h\u12058框架結構設計中的框架內力組合分析案例綜述 1176951.1彎矩調幅(Bendingmomentamplitudemodulation) 181101.2內力組合(Internalforcecombination) 3181981.無地震作用效應組合（一般荷載組合） 3176162.有地震作用效應組合 3256603.內力組合計算表 41.1彎矩調幅(Bendingmomentamplitudemodulation)在豎向荷載作用下，可考慮框架梁端塑性變形產生的內力重分布，對梁端負彎矩乘以調幅系數進行調幅，并應符合下列規(guī)定：（1）現澆框架梁端負彎矩調幅系數β可取為0.8-0.9QUOTE0.8~0.9，調幅后彎矩；MM式中Ml0、M（2）框架梁端負彎矩調幅后，梁跨中彎矩應按平衡條件相應增大調幅后跨中彎矩可按下列公式計算：M=式中M0Ml0、MM彎矩調幅后梁跨中彎矩標準值。（3）對豎向荷載作用下框架梁的彎矩調幅后，再與水平作用產生的框架梁彎矩進行組合；（4）截面設計時，框架梁跨中截面正彎矩設計值不應小于豎向荷載作用下按簡支梁計算的跨中彎矩設計值的50%。《混凝土結構設計規(guī)范》（GB50010-2010，2015版）中第5.4.3條規(guī)定，按考慮塑性內力重分布分析方法設計的結構和構件，鋼筋混凝土梁支座或節(jié)點邊緣截面的負彎矩調幅幅度不應大于25%；彎矩調整后的梁端截面相對受壓區(qū)高度不應超過0.35，且不宜小于0.10。鋼筋混凝土板的負彎矩調幅幅度不宜大于20%。取β=0.85對梁進行調幅，調幅計算過程見表6-1、6-2、6-3。表6-1恒載作用下框架梁彎矩調幅計算Table6-1CalculationofAmplitudeModulationofFrameBeamBendingMomentunderDeadLoad桿件跨向彎矩標準值（kN?m）調幅系數調幅后彎矩標準值（kN?m）MMMβMMM頂層AB-62.07-73.3391.850.85-52.76-62.33102.01BC-18.27-18.27-3.110.85-15.53-15.53-0.37五層AB-64.69-67.4467.530.85-54.99-57.3277.44BC-10.37-10.372.420.85-8.81-8.813.98四層AB-61.24-61.2669.830.85-52.05-51.3279.39BC-11.53-11.531.260.85-9.80-9.802.99三層AB-62.12-61.0969.490.85-52.80-51.1879.11BC-11.29-11.291.500.85-9.60-9.603.19二層AB-62.06-61.5969.260.85-52.75-51.6078.91BC-11.26-11.261.530.85-9.57-9.573.22一層AB-60.94-65.8470.20.85-51.80-55.9679.71BC-11.72-11.721.060.85-9.96-9.962.82表6-2活載作用下框架梁彎矩調幅計算Table6-2CalculationofAmplitudeModulationofFrameBeamBendingMomentunderLiveLoad桿件跨向彎矩標準值（kN?m）調幅系數調幅后彎矩標準值（kN?m）MMMβMMM頂層AB-5.71-5.781.620.85-4.85-4.917.48BC-0.89-0.89-0.230.85-0.76-0.76-0.10五層AB-25.63-28.1234.870.85-21.79-23.9038.90BC-1.45-1.451.420.85-5.48-5.482.39四層AB-21.17-28.9934.180.85-22.24-24.6438.32BC-1.26-1.261.160.85-5.32-5.322.10三層AB-21.3-28.2834.450.85-22.35-24.0438.54BC-1.24-1.241.630.85-5.30-5.302.57二層AB-21.18-28.9934.170.85-22.25-24.6438.31BC-1.25-1.251.620.85-5.31-5.312.56一層AB-25.6-28.6934.610.85-21.76-24.3938.68BC-1.44-1.441.430.85-5.47-5.472.40表6-30.5（雪+活）作用下框架梁彎矩調幅計算桿件跨向彎矩標準值（kN?m）調幅系數調幅后彎矩標準值（kN?m）MMMβMMM頂層AB-2.23-2.112.210.85-1.90-1.792.54BC-0.24-0.240.160.85-0.20-0.200.20五層AB-12.66-14.2817.410.85-10.76-12.1419.43BC-3.24-3.240.700.85-2.75-2.751.19四層AB-13.08-14.5117.090.85-11.12-12.3319.16BC-3.12-3.120.820.85-2.65-2.651.29三層AB-13.06-14.3817.190.85-11.10-12.2219.24BC-3.12-3.120.820.85-2.65-2.651.29二層AB-13.09-14.517.080.85-11.13-12.3319.15BC-3.12-3.120.820.85-2.65-2.651.29一層AB-12.8-14.3417.340.85-10.88-12.1919.38BC-3.22-3.220.720.85-2.74-2.741.20Table6-30.5(snowload+liveload)framebeambendingmomentamplitudemodulationcalculation1.2內力組合(Internalforcecombination)1.無地震作用效應組合（一般荷載組合）對于一般的框架結構，基本組合可采用簡化規(guī)則，取下列組合值中的最不利值：（1）由可變荷載效應控制的組合：S（2）由永久荷載效應控制的組合：S式中γG1）當永久荷載效應對結構不利時，對由可變荷載效應控制的組合應取1.3；2）當永久荷載效應對結構有利時，不應大于1.0。γQ1第i個可變荷載的分項系數，其中γQSkGjSQikφcj按第i個可變荷載m參與組合的永久荷載數；n參與組合的可變荷載數；γL2.有地震作用效應組合有地震作用效應組合時，應按下式計算：S=式中S結構構件內力組合的設計值；γGγEh、γEv分別為水平、豎向地震作用分項系數，應按表γWSGESEhkSEvkSWkφW表6-4地震作用分項系數Table6-4Partialcoefficientofearthquakeaction地震作用γγ僅計算水平地震作用1.30僅計算豎向地震作用01.3同時計算水平與豎向地震作用（水平地震為主）1.30.5同時計算水平與豎向地震作用（豎向地震為主）0.51.3根據上述規(guī)定，確定如下基本組合公式：（1）當只考慮重力荷載作用時由可變荷載效應控制的組合：S（2）當考慮重力荷載和風荷載共同作用時：SS（3）僅計算水平地震作用當重力荷載效應對構件承載能力不利時：S=1.2[當重力荷載效應對構件承載能力有利時：S=1.0[上述公式中，SK由可變荷載效應控制的組合：3.內力組合計算表見78頁到89頁，為框架梁、柱內力組合表。層次跨向截面內力荷載種類1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左風右風左風右風左震右震左震右震左風右風左震右震6AB跨梁左端M-52.76-4.85-1.902.79-2.7941.16-41.16-75.86-69.50-77.87-73.35-78.37-12.08-119.10-1.15-108.17V59.174.271.53-0.700.70-10.3410.3483.3380.3582.4582.7083.9659.4081.2847.2674.14跨中M102.017.482.540.26-0.263.91-3.91143.83140.86140.08144.07143.60130.54120.38109.6399.47梁右端M-62.33-4.91-1.79-2.272.27-33.3433.34-88.39-89.59-82.78-90.44-81.35-120.29-33.60-107.46-20.78V-62.29-4.29-1.49-0.700.70-10.3410.34-87.41-81.53-84.43-88.04-81.78-89.98-63.09-77.22-50.34BC跨梁左端M-15.53-0.76-0.201.16-1.1623.65-23.65-21.33-19.25-22.73-20.29-22.3711.87-49.6215.02-41.48V11.171.120.40-1.071.07-15.7715.7722.7020.5923.8021.7423.66-0.6240.39-3.9337.07跨中M-0.37-0.100.200.000.000.000.00-0.63-0.59-0.59-0.63-0.63-0.20-0.20-0.17-0.17梁右端M-15.53-0.76-0.20-1.161.16-23.6523.65-21.33-22.73-19.25-22.37-20.29-49.6211.87-41.4815.02V-11.17-1.12-0.40-1.071.07-15.7715.77-22.70-23.80-20.59-23.66-21.74-40.390.62-37.073.93表6-5框架梁、柱內力組合表Table6-5Framebeamandcolumninternalforcecombinationtable層次跨向截面內力荷載種類1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左風右風左風右風左震右震左震右震左風右風左震右震5AB跨梁左端M-54.99-21.79-10.761.09-1.0995.36-95.36-104.17-85.23-103.50-98.69-109.6545.07-202.8758.22-189.72V51.3721.0210.46-1.541.54-23.7523.7598.3181.5491.1691.9399.7043.32105.0730.9692.71跨中M77.4438.9019.430.54-0.549.85-9.85159.02142.33140.71159.51158.54129.05103.44109.6884.07梁右端M-57.32-23.90-12.14-5.025.02-75.6575.65-110.37-107.14-92.08-114.88-105.85-181.7014.99-167.8128.89V-52.13-21.72-10.92-1.541.54-23.7523.75-100.35-92.89-88.27-101.74-98.96-101.54-44.79-93.93-32.18BC跨梁左端M-8.81-5.48-2.753.56-3.5653.67-53.67-19.67-11.87-22.55-11.47-22.8855.90-83.6458.21-81.33V13.817.873.94-2.372.37-35.7835.7829.7622.6629.7727.6331.89-25.2167.81-28.7664.26跨中M3.982.391.190.000.000.000.008.767.687.688.768.761.201.205.175.17梁右端M-8.81-5.48-2.75-3.563.56-53.6753.67-19.67-22.55-11.87-22.88-11.47-83.6455.90-81.3358.21V-13.81-7.87-3.94-2.372.37-35.7835.78-29.76-29.77-22.66-31.89-27.63-67.8125.21-64.2628.76層次跨向截面內力荷載種類1.3×1.3×1.3×1.2[1.0[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