H中學(xué)實(shí)驗(yàn)樓建筑機(jī)構(gòu)中梁柱截面設(shè)計(jì)及節(jié)點(diǎn)驗(yàn)算計(jì)算案例目錄TOC\o"1-3"\h\u17950H中學(xué)實(shí)驗(yàn)樓建筑機(jī)構(gòu)中梁柱截面設(shè)計(jì)及節(jié)點(diǎn)驗(yàn)算計(jì)算案例 1314251.1框架梁 140241.2框架柱 51.1框架梁以第一層AB框架梁的計(jì)算為例,說明計(jì)算方法和步驟。1、梁的最不利內(nèi)力梁的最不利內(nèi)力如下：跨間：支座A：支座B：調(diào)整后剪力：2、梁的正截面受彎承載力計(jì)算1)考慮跨間最大彎矩處按T形截面設(shè)計(jì)，翼緣計(jì)算寬度按跨度考慮，取，，，梁內(nèi)縱向鋼筋選用HRB335（）屬第一類T形截面。下部跨間截面按單筋T形截面計(jì)算：，滿足適筋梁條件實(shí)配鋼筋428，配筋率：，滿足要求。梁端截面受壓區(qū)相對(duì)高度：滿足抗震設(shè)計(jì)要求。2)考慮兩支座處下部跨間截面428鋼筋伸入支座，，再計(jì)算相應(yīng)的受拉鋼筋，即：支座A上部：實(shí)配鋼筋：222+225，2支座Bl上部：實(shí)配鋼筋：222+225，滿足配筋率要求。滿足梁的抗震構(gòu)造要求。3、梁斜截面受剪承載力計(jì)算1)驗(yàn)算截面尺寸,，屬于厚腹梁；可知，截面符合條件。2)驗(yàn)算是否需要計(jì)算配置箍筋故：按計(jì)算需要配置箍筋。梁配筋見下表：表29框架梁縱向鋼筋計(jì)算表樓層截面M(kN·m)計(jì)算鋼筋(mm2)實(shí)配鋼筋(mm2)配筋率ρAs'AsAs'As5A支座258.141387.85222+225(1742)428(2463)0.62%0.707B支座左161.63868.98222+225(1742)428(2463)0.62%0.707B支座右215.611159.19222+225(1742)428(2463)0.62%0.707AB跨間448.302295.13428(2463)0.88%0.290BC跨間121.56616.17428(2463)0.88%0.2904A支座312.081677.85222+225(1742)428(2463)0.62%0.707B支座左92.64498.06222+225(1742)428(2463)0.62%0.707B支座右171.87924.03222+225(1742)428(2463)0.62%0.707AB跨間479.382456.61428(2463)0.88%0.290BC跨間152.29772.67428(2463)0.88%0.2903A支座224.781208.49222+225(1742)428(2463)0.62%0.707B支座左333.061790.65222+225(1742)428(2463)0.62%0.707B支座右175.54943.76222+225(1742)428(2463)0.62%0.707AB跨間475.182434.77428(2463)0.88%0.290BC跨間148.09751.26428(2463)0.88%0.2902A支座309.941666.34222+225(1742)428(2463)0.62%0.707B支座左68.48368.17222+225(1742)428(2463)0.62%0.707B支座右176.06946.56222+225(1742)428(2463)0.62%0.707AB跨間475.182434.77428(2463)0.88%0.290BC跨間148.09751.26428(2463)0.88%0.2901A支座296.111591.99222+225(1742)428(2463)0.62%0.707B支座左82.63444.25222+225(1742)428(2463)0.62%0.707B支座右183.82988.28222+225(1742)428(2463)0.62%0.707AB跨間469.932407.51428(2463)0.88%0.290BC跨間142.84724.48428(2463)0.88%0.290表30框架梁箍筋計(jì)算表樓層梁跨最不利剪力V(kN)截面是否滿足QUOTE0.25βcbh是否計(jì)算配筋加密區(qū)實(shí)配鋼筋非加密區(qū)實(shí)配鋼筋非加密區(qū)配筋率ρ5AB168.78858.00滿足264.26否2φ8@1002φ8@2000.20％BC314.75858.00滿足264.26是2φ8@1002φ8@2000.20％4AB161.95858.00滿足264.26否2φ8@1002φ8@2000.20％BC319.61858.00滿足264.26是2φ8@1002φ8@2000.20％3AB163.6858.00滿足264.26否2φ8@1002φ8@2000.20％BC99.13858.00滿足264.26是2φ8@1002φ8@2000.20％2AB164.12858.00滿足264.26否2φ8@1002φ8@2000.20％BC319.5858.00滿足264.26是2φ8@1002φ8@2000.20％1AB165.59858.00滿足264.26否2φ8@1002φ8@2000.20％BC317.31858.00滿足264.26是2φ8@1002φ8@2000.20％1.2框架柱1、柱截面尺寸驗(yàn)算下表給出了框架柱各層剪跨比和軸壓比計(jì)算結(jié)果。由表可見，各柱的剪跨比及軸壓比符合規(guī)范要求。表31各柱的剪跨比和軸壓比驗(yàn)算樓層柱號(hào)B(mm)(mm)(N/mm2)(kN/m)N(kN)(kN)5A60056014.3258.14251.43134.783.420.05B60056014.3120.69202.2463.713.380.044A60056014.3152.35411.9888.563.070.09B60056014.379.47383.9948.542.920.083A60056014.3154.51575.5895.402.890.12B60056014.381.04620.349.932.900.132A60056014.3183.28739.7104.813.120.15B60056014.388.7856.5752.663.010.181A60056014.3112.82905.2856.573.560.19B60056014.360.951091.6827.373.980.232、柱正截面承載力計(jì)算以第一層A柱為例說明：最不利組合一(調(diào)整后)：附加偏心距和偏心方向截面尺寸的1/30兩者中的較大值，即：600/30=20mm，故取20mm柱的計(jì)算長度初始偏心距長細(xì)比，故應(yīng)考慮偏心距增大系數(shù)；又,取，得軸向力作用點(diǎn)至受拉鋼筋合力點(diǎn)之間的距離：對(duì)稱配筋：為大偏壓情況。2)最不利組合二：取。初始偏心距：同理可求得：，，故為小偏心受壓軸向力作用點(diǎn)至受拉鋼筋合力點(diǎn)之間的距離：計(jì)算時(shí)，應(yīng)符合及；由于，故可按構(gòu)造配筋，且應(yīng)符合，單側(cè)配筋率，選420（）總配筋率（柱截面縱向鋼筋的最小配筋率）3、柱斜截面受剪承載力計(jì)算以第一層A柱為例進(jìn)行計(jì)算，由前可知，框架柱的剪力設(shè)計(jì)值：V=56.57kN軸壓比n=0.19，考慮到地震作用組合的柱軸向壓力設(shè)計(jì)值故取故該層柱應(yīng)按構(gòu)造配置箍筋。柱端加密區(qū)的箍筋選用雙肢8＠150和附加箍筋，由上可得一層柱底的軸壓比n=0.19，查表得，最小配筋率特征值，則最小配筋率取8，,則，根據(jù)構(gòu)造要求取加密區(qū)箍筋為雙肢8＠100，加密區(qū)的范圍：底層柱上端600mm，底層柱根1800mm,非加密區(qū)還應(yīng)滿足s＜15d=300mm，故箍筋取雙肢8＠200。表29框架柱配筋計(jì)算表樓層柱號(hào)內(nèi)力M(kN·m)N(kN)l0(mm)e0(mm)ea(mm)ei(mm)l0/hηns偏心性質(zhì)e(mm)As'(mm2)實(shí)配鋼筋5AMmax158.14251.433400628.9620.00648.965.671.02大偏心901.41436.22416(804)Nmax177.91250.043400711.5321.00732.535.671.02大偏心984.00473.59416(804)BMmax120.69202.243400596.7722.00618.775.671.02大偏心869.15338.32416(804)Nmax85.45202.243400422.5223.00445.525.671.03大偏心694.70270.37416(804)4AMmax134.17411.983400325.6724.00349.675.671.04大偏心597.63473.74416(804)Nmax152.35411.983400369.8025.00394.805.671.03大偏心641.83508.81416(804)BMmax77.56383.993400201.9826.00227.985.671.06大偏心473.36349.66416(804)Nmax79.47383.993400206.9627.00233.965.671.05大偏心478.32353.32416(804)3AMmax154.51575.583400268.4428.00296.445.671.04大偏心540.07598.06416(804)Nmax154.13575.583400267.7829.00296.785.671.04大偏心539.37597.29416(804)BMmax81.04620.303400130.6530.00160.655.671.08小偏心401.09720.00416(804)Nmax80.48620.303400129.7431.00160.745.671.08小偏心400.11720.00416(804)2AMmax155.81739.703400210.6432.00242.645.671.05大偏心481.79685.56416(804)Nmax183.28739.703400247.7833.00280.785.671.05大偏心519.11738.73416(804)BMmax81.65856.57340095.3234.00129.325.671.10小偏心364.79720.00416(804)Nmax88.70856.573400103.5535.00138.555.671.09小偏心373.15720.00416(804)1AMmax112.82905.283400124.6236.00160.625.671.08小偏心394.59720.00416(804)Nmax70.20905.28340077.5537.00114.555.671.11小偏心346.24720.00416(804)BMmax60.951091.68340055.8338.0093.835.671.14小偏心323.47720.00416(804)Nmax33.571091.68340030.7539.0069.755.671.18小偏心296.41720.00416(804)表30框架柱箍筋計(jì)算表樓層柱號(hào)N(kN)(kN)<0加密區(qū)實(shí)配鋼筋(mm2)加密區(qū)長度(mm)非加密區(qū)實(shí)配鋼筋(mm2)非加密區(qū)配筋率ρ5A251.43134.781441.44滿足是φ8@100(503)500φ8@200(251)0.20％B202.2463.711441.44滿足是φ8@100(503)500φ8@200(251)0.20％4A411.9888.561441.44滿足是φ8@100(503)500φ8@200(251)0.20％B383.9948.541441.44滿足是φ8@100(503)500φ8@200(251)0.20％3A575.5895.401441.44滿足是φ8@100(503)500φ8@200(251)0.20％B620