【某六層教學(xué)樓的建筑結(jié)構(gòu)框架內(nèi)力組合計(jì)算案例5700字】

某六層教學(xué)樓的建筑結(jié)構(gòu)框架內(nèi)力組合計(jì)算案例目錄TOC\o"1-3"\h\u18428某六層教學(xué)樓的建筑結(jié)構(gòu)框架內(nèi)力組合計(jì)算案例 1173321.1彎矩調(diào)幅(Bendingmomentamplitudemodulation) 1130521.2內(nèi)力組合(Internalforcecombination) 31.1彎矩調(diào)幅(Bendingmomentamplitudemodulation)在豎向荷載作用下，可考慮框架梁端塑性變形產(chǎn)生的內(nèi)力重分布，對(duì)梁端負(fù)彎矩乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并應(yīng)符合下列規(guī)定：（1）現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)β可取為0.8-0.9QUOTE0.8~0.9，調(diào)幅后彎矩；MM式中Ml0、M（2）框架梁端負(fù)彎矩調(diào)幅后，梁跨中彎矩應(yīng)按平衡條件相應(yīng)增大調(diào)幅后跨中彎矩可按下列公式計(jì)算：M=式中M0Ml0、MM彎矩調(diào)幅后梁跨中彎矩標(biāo)準(zhǔn)值。（3）對(duì)豎向荷載作用下框架梁的彎矩調(diào)幅后，再與水平作用產(chǎn)生的框架梁彎矩進(jìn)行組合；（4）截面設(shè)計(jì)時(shí)，框架梁跨中截面正彎矩設(shè)計(jì)值不應(yīng)小于豎向荷載作用下按簡支梁計(jì)算的跨中彎矩設(shè)計(jì)值的50%?！痘炷两Y(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-2010，2015版）中第5.4.3條規(guī)定，按考慮塑性內(nèi)力重分布分析方法設(shè)計(jì)的結(jié)構(gòu)和構(gòu)件，鋼筋混凝土梁支座或節(jié)點(diǎn)邊緣截面的負(fù)彎矩調(diào)幅幅度不應(yīng)大于25%；彎矩調(diào)整后的梁端截面相對(duì)受壓區(qū)高度不應(yīng)超過0.35，且不宜小于0.10。鋼筋混凝土板的負(fù)彎矩調(diào)幅幅度不宜大于20%。取β=0.85對(duì)梁進(jìn)行調(diào)幅，調(diào)幅計(jì)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(diào)幅計(jì)算Table6-1CalculationofAmplitudeModulationofFrameBeamBendingMomentunderDeadLoad桿件跨向彎矩標(biāo)準(zhǔn)值（kN?m）調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)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-61.24-66.2669.830.85-52.05-56.3279.39BC-11.53-11.531.260.85-9.80-9.802.99三層AB-62.12-66.0969.490.85-52.80-56.1879.11BC-11.29-11.291.500.85-9.60-9.603.19二層AB-62.06-66.5969.260.85-52.75-56.6078.91BC-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(diào)幅計(jì)算Table6-2CalculationofAmplitudeModulationofFrameBeamBendingMomentunderLiveLoad桿件跨向彎矩標(biāo)準(zhǔn)值（kN?m）調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值（kN?m）MMMβMMM頂層AB-5.71-5.786.620.85-4.85-4.917.48BC-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-6.45-6.451.420.85-5.48-5.482.39四層AB-26.17-28.9934.180.85-22.24-24.6438.32BC-6.26-6.261.160.85-5.32-5.322.10三層AB-26.3-28.2834.450.85-22.35-24.0438.54BC-6.24-6.241.630.85-5.30-5.302.57二層AB-26.18-28.9934.170.85-22.25-24.6438.31BC-6.25-6.251.620.85-5.31-5.312.56一層AB-25.6-28.6934.610.85-21.76-24.3938.68BC-6.44-6.441.430.85-5.47-5.472.40表6-30.5（雪+活）作用下框架梁彎矩調(diào)幅計(jì)算桿件跨向彎矩標(biāo)準(zhǔn)值（kN?m）調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)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(nèi)力組合(Internalforcecombination)1.無地震作用效應(yīng)組合（一般荷載組合）對(duì)于一般的框架結(jié)構(gòu)，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(yīng)控制的組合：S（2）由永久荷載效應(yīng)控制的組合：S式中γG1）當(dāng)永久荷載效應(yīng)對(duì)結(jié)構(gòu)不利時(shí)，對(duì)由可變荷載效應(yīng)控制的組合應(yīng)取1.3；2）當(dāng)永久荷載效應(yīng)對(duì)結(jié)構(gòu)有利時(shí)，不應(yīng)大于1.0。γQ1第i個(gè)可變荷載的分項(xiàng)系數(shù)，其中γQSkGjSQikφcj按第i個(gè)可變荷載m參與組合的永久荷載數(shù)；n參與組合的可變荷載數(shù)；γL2.有地震作用效應(yīng)組合有地震作用效應(yīng)組合時(shí)，應(yīng)按下式計(jì)算：S=式中S結(jié)構(gòu)構(gòu)件內(nèi)力組合的設(shè)計(jì)值；γGγEh、γγWSGESEhkSEvkSWkφW表6-4地震作用分項(xiàng)系數(shù)Table6-4Partialcoefficientofearthquakeaction地震作用γγ僅計(jì)算水平地震作用1.30僅計(jì)算豎向地震作用01.3同時(shí)計(jì)算水平與豎向地震作用（水平地震為主）1.30.5同時(shí)計(jì)算水平與豎向地震作用（豎向地震為主）0.51.3根據(jù)上述規(guī)定，確定如下基本組合公式：（1）當(dāng)只考慮重力荷載作用時(shí)由可變荷載效應(yīng)控制的組合：S（2）當(dāng)考慮重力荷載和風(fēng)荷載共同作用時(shí)：SS（3）僅計(jì)算水平地震作用當(dāng)重力荷載效應(yīng)對(duì)構(gòu)件承載能力不利時(shí)：S=1.2[當(dāng)重力荷載效應(yīng)對(duì)構(gòu)件承載能力有利時(shí)：S=1.0[上述公式中，SK由可變荷載效應(yīng)控制的組合：3.內(nèi)力組合計(jì)算表見78頁到89頁，為框架梁、柱內(nèi)力組合表。層次跨向截面內(nèi)力荷載種類1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震左震右震左風(fēng)右風(fēng)左震右震6AB跨梁左端M-52.76-4.85-1.902.79-2.7941.16-41.16-75.86-69.50-77.87-73.35-78.37-12.08-119.10-1.15-108.17V59.174.271.53-0.700.70-10.3410.3483.3380.3582.4582.7083.9659.4086.2847.2674.14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-62.33-4.91-1.79-2.272.27-33.3433.34-88.39-89.59-82.78-90.44-86.35-120.29-33.60-107.46-20.78V-62.29-4.29-1.49-0.700.70-10.3410.34-87.41-86.53-84.43-88.04-86.78-89.98-63.09-77.22-50.34BC跨梁左端M-15.53-0.76-0.201.16-1.1623.65-23.65-21.33-19.25-22.73-20.29-22.3711.87-49.6215.02-46.48V16.171.120.40-1.071.07-15.7715.7722.7020.5923.8021.7423.66-0.6240.39-3.9337.07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-15.53-0.76-0.20-1.161.16-23.6523.65-21.33-22.73-19.25-22.37-20.29-49.6211.87-46.4815.02V-16.17-1.12-0.40-1.071.07-15.7715.77-22.70-23.80-20.59-23.66-21.74-40.390.62-37.073.93表6-5框架梁、柱內(nèi)力組合表Table6-5Framebeamandcolumninternalforcecombinationtable層次跨向截面內(nèi)力荷載種類1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震左震右震左風(fēng)右風(fēng)左震右震5AB跨梁左端M-54.99-21.79-10.766.09-6.0995.36-95.36-104.17-85.23-103.50-98.69-109.6545.07-202.8758.22-189.72V51.3721.0210.46-1.541.54-23.7523.7598.3186.5491.1696.9399.7043.32105.0730.9692.71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-52.13-21.72-10.92-1.541.54-23.7523.75-100.35-92.89-88.27-101.74-98.96-106.54-44.79-93.93-32.18BC跨梁左端M-8.81-5.48-2.753.56-3.5653.67-53.67-19.67-11.87-22.55-16.47-22.8855.90-83.6458.21-81.33V13.817.873.94-2.372.37-35.7835.7829.7622.6629.7727.6331.89-25.2167.81-28.7664.26跨中M3.982.391.190.000.000.000.008.767.687.688.768.766.206.205.175.17梁右端M-8.81-5.48-2.75-3.563.56-53.6753.67-19.67-22.55-11.87-22.88-16.47-83.6455.90-81.3358.21V-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(nèi)力荷載種類1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震左震右震左風(fēng)右風(fēng)左震右震4AB跨梁左端M-52.05-22.24-11.1210.14-10.14142.07-142.07-101.03-75.81-106.23-91.90-110.15108.89-260.50121.52-247.86V51.0520.9810.49-2.582.58-36.5336.5397.8484.5292.2695.51100.1626.36121.3414.05109.03跨中M79.3938.3219.160.86-0.8610.54-10.54160.69144.73142.15161.46159.91131.96104.56112.2584.85梁右端M-56.32-24.64-12.33-8.438.43-120.98120.98-110.18-111.73-86.44-117.76-102.59-239.6574.89-225.9288.62V-52.45-21.76-10.89-2.582.58-36.5336.53-100.83-94.90-87.16-103.15-98.50-123.50-28.52-110.83-15.85BC跨梁左端M-9.80-5.32-2.655.98-5.9885.83-85.83-20.72-9.36-27.30-15.34-26.1096.64-126.5299.13-124.03V13.817.873.94-4.004.00-57.2257.2229.7620.2232.2226.1633.36-53.0995.69-56.6492.14跨中M2.992.101.290.000.000.000.007.046.096.097.047.045.145.144.284.28梁右端M-9.80-5.32-2.65-5.985.98-85.8385.83-20.72-27.30-9.36-26.10-15.34-126.5296.64-124.0399.13V-13.81-7.87-3.94-4.004.00-57.2257.22-29.76-32.22-20.22-33.36-26.16-95.6953.09-92.1456.64層次跨向截面內(nèi)力荷載種類1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震左震右震左風(fēng)右風(fēng)左震右震3AB跨梁左端M-52.80-22.35-11.1014.32-14.32189.64-189.64-102.17-70.63-113.59-89.28-115.05169.85-323.21182.63-310.43V51.2021.0910.51-3.593.59-47.5547.5598.2083.3294.0994.96101.4312.24135.87-0.10123.53跨中M79.1138.5419.241.38-1.3818.47-18.47160.65145.38141.24161.90159.41142.0394.01122.3674.34梁右端M-56.18-24.04-12.22-11.5611.56-152.70152.70-109.09-115.62-80.94-119.50-98.69-280.59116.43-266.91130.11V-52.30-21.65-10.87-3.593.59-47.5547.55-100.47-96.11-85.34-103.70-97.23-137.62-13.99-124.99-1.36BC跨梁左端M-9.60-5.30-2.658.21-8.21108.33-108.33-20.43-5.73-30.36-13.04-27.82126.13-155.53128.58-153.08V13.817.873.94-5.475.47-72.2272.2229.7618.0134.4224.8434.68-72.59115.19-76.14111.64跨中M3.192.571.290.000.000.000.008.006.856.858.008.005.385.384.484.48梁右端M-9.60-5.30-2.65-8.218.21-108.33108.33-20.43-30.36-5.73-27.82-13.04-155.53126.13-153.08128.58V-13.81-7.87-3.94-5.475.47-72.2272.22-29.76-34.42-18.01-34.68-24.84-115.1972.59-111.6476.14層次跨向截面內(nèi)力荷載種類1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震左震右震左風(fēng)右風(fēng)左震右震2AB跨梁左端M-52.75-22.25-11.1317.30-17.30208.43-208.43-101.95-65.99-117.89-86.38-117.52194.30-347.62207.08-334.84V51.1220.9810.49-4.474.47-54.3454.3497.9381.7895.1993.90101.953.29144.57-9.03132.25跨中M78.9138.3119.151.23-1.2312.81-12.81160.05144.65140.96161.16158.94134.33101.02114.7181.41梁右端M-56.60-24.64-12.33-14.8714.87-182.81182.81-110.54-121.76-77.15-123.92-97.16-320.37154.94-306.58168.72V-52.38-21.76-10.89-4.474.47-54.3454.34-100.73-97.65-84.24-104.76-96.71-146.57-5.28-133.917.37BC跨梁左端M-9.57-5.31-2.6510.55-10.55129.68-129.68-20.41-2.19-33.84-10.91-29.90153.92-183.25156.36-180.80V13.817.873.94-7.037.03-86.4586.4529.7615.6736.7623.4336.09-91.09133.69-94.64130.14跨中M3.222.561.290.000.000.000.008.036.876.878.038.035.415.414.514.51梁右端M-9.57-5.31-2.65-10.5510.55-129.68129.68-20.41-33.84-2.19-29.90-10.91-183.25153.92-180.80156.36V-13.81-7.87-3.94-7.037.03-86.4586.45-29.76-36.76-15.67-36.09-23.43-133.6991.09-130.1494.64層次跨向截面內(nèi)力荷載種類1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震左震右震左風(fēng)右風(fēng)左震右震1AB跨梁左端M-51.80-21.76-10.8820.3-20.3220.36-220.36-99.98-59.74-120.64-81.71-118.25211.25-361.68223.79-349.15V51.0720.9410.48-5.065.06-56.3356.3397.8080.7995.9793.25102.360.63147.09-11.68134.78跨中M79.7138.6819.382.10-2.1017.57-17.57161.64147.39141.09163.53159.75141.7596.07121.9376.25梁右端M-55.96-24.39-12.19-16.1016.10-185.21185.21-109.33-122.51-74.21-123.82-94.84-322.55158.99-308.92172.62V-52.43-21.80-10.90-5.065.06-56.3356.33-100.86-98.64-83.46-105.41-96.31-149.23-2.77-136.569.90BC跨梁左端M-9.96-5.47-2.7411.42-11.42131.39-131.39-21.15-1.56-35.82-10.88-31.43155.57-186.05158.11-183.51V13.817.873.94-7.617.61-87.5987.5929.7614.8037.6322.9136.61-92.57135.17-96.12131.62跨中M2.822.401.200.000.000.000.007.276.196.197.277.274.824.824.024.02梁右端M-9.96-5.47-2.74-11.4211.42-87.5987.59-21.15-35.82-1.56-31.43-10.88-129.1198.63-126.57101.17V-13.81-7.87-3.91-7.617.61-131.39131.39-29.76-37.63-14.80-36.61-22.91-192.07149.54-188.53153.09層次跨向截面內(nèi)力荷載種類1.3×1.3×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