.8.3框架柱的內(nèi)力組合荷載組合的公式如下：由可變荷載控制的效應(yīng)設(shè)計(jì)值：由永久荷載控制的效應(yīng)設(shè)計(jì)值：本荷載組合不考慮恒載對(duì)構(gòu)件有利的情況，故根據(jù)按恒載控制和按活載控制按以下六種情況進(jìn)行內(nèi)力組合。由恒荷載控制的，恒荷不利：1.35恒荷載+1.4×(0.7活荷載+0.6左風(fēng))由恒荷載控制的，恒荷不利：1.35恒荷載+1.4×(0.7活荷載-0.6右風(fēng))由可變荷載控制的，以活載為主，恒荷不利：1.3恒荷載+1.5×(活荷載+0.6左風(fēng))由可變荷載控制的，以活載為主，恒荷不利：1.3恒荷載+1.5×(活荷載-0.6右風(fēng))由可變荷載控制的，以風(fēng)載為主，恒荷不利：1.3恒荷載+1.5×(0.7活荷載+左風(fēng))由可變荷載控制的，以風(fēng)載為主，恒荷不利：1.3恒荷載+1.5×(0.7活荷載-右風(fēng))由可變荷載控制的，以風(fēng)載為主，恒荷不利：0.75×(1.2恒荷載+1.3左震)由可變荷載控制的，以風(fēng)載為主，恒荷不利：0.75×(1.2恒荷載-1.3右震)取柱頂和柱底作為控制截面，柱的組合結(jié)果見(jiàn)表27、表28。表27框架柱彎矩及軸力組合表樓層截面

位置內(nèi)力SGkSQkSWkSEk組合1和2組合3和4組合5和6組合7和8絕對(duì)值最大值最大值最小值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震5A柱柱頂M(kN·m)-178.90-15.921.8836.81-257.11-254.76-258.14-246.46-252.11-98.28-170.06258.14-98.28-258.14N(kN)149.4336.99-1.88-36.81237.98248.05251.43230.27235.9176.18147.96251.43251.4376.18A柱柱底M(kN·m)-102.32-29.241.1522.51-166.78-175.84-177.91-161.99-165.44-54.79-98.69177.91-54.79-177.91N(kN)149.4336.99-0.33-6.46237.98249.44250.04232.60233.59105.77118.37250.04250.04105.77B柱柱頂M(kN·m)80.559.941.1823.07118.49120.69118.57116.92113.3982.9137.92120.69120.6937.92N(kN)134.2018.48-0.07-1.44199.28202.11202.24193.75193.9799.24102.05202.24202.2499.24B柱柱底M(kN·m)44.9717.610.6312.3777.9785.4584.3177.9076.0145.7921.6785.4585.4521.67N(kN)134.2018.48-0.07-1.44199.28202.11202.24193.75193.9799.24102.05202.24202.2499.244A柱柱頂M(kN·m)-54.79-39.583.9859.29-112.75-127.01-134.17-106.81-118.7516.72-98.90134.1716.72-134.17N(kN)229.0175.44-1.22-20.69383.10409.78411.98375.10378.77151.59191.93411.98411.98151.59A柱柱底M(kN·m)-74.36-35.323.0044.64-135.00-146.95-152.35-129.26-138.25-12.25-99.29152.35-12.25-152.35N(kN)229.0175.44-1.22-20.69383.10409.78411.98375.10378.77151.59191.93411.98411.98151.59B柱柱頂M(kN·m)31.7622.682.5037.2565.1077.5673.0668.8561.3560.14-12.5077.5677.56-12.50N(kN)252.5836.96-0.21-3.42377.20383.61383.99366.84367.48186.09192.77383.99383.99186.09B柱柱底M(kN·m)35.4421.271.6724.8368.6879.4776.4770.9065.9050.792.3779.4779.472.37N(kN)252.5836.96-0.21-3.42377.20383.61383.99366.84367.48186.09192.77383.99383.99186.093A柱柱頂M(kN·m)-74.36-35.325.4071.51-135.00-144.79-154.51-125.65-141.8613.95-125.49154.5113.95-154.51N(kN)309.83113.59-2.68-40.84529.59570.75575.58518.03526.08192.55272.20575.58575.58192.55A柱柱底M(kN·m)-74.36-35.324.9865.88-135.00-145.17-154.13-126.29-141.228.46-120.00154.138.46-154.13N(kN)309.83113.59-2.68-40.84529.59570.75575.58518.03526.08192.55272.20575.58575.58192.55B柱柱頂M(kN·m)35.4421.273.4145.1468.6881.0474.9073.5263.2970.59-17.4381.0481.04-17.43N(kN)370.1292.56-0.35-4.93590.36619.67620.30577.80578.87272.79282.39620.30620.30272.79B柱柱底M(kN·m)35.4421.272.7936.9368.6880.4875.4672.5964.2262.58-9.4380.4880.48-9.43N(kN)370.1292.56-0.35-4.93590.36619.67620.30577.80578.87272.79282.39620.30620.30272.792A柱柱頂M(kN·m)-74.36-35.326.8579.84-135.00-143.49-155.81-123.49-144.0222.08-133.62155.8122.08-155.81N(kN)390.65151.74-4.72-65.87676.08731.21739.70660.10674.25228.76357.21739.70739.70228.76A柱柱底M(kN·m)-88.05-41.776.8579.84-159.81-170.96-183.28-148.06-168.6011.81-143.89183.2811.81-183.28N(kN)390.65151.74-4.72-65.87676.08731.21739.70660.10674.25228.76357.21739.70739.70228.76B柱柱頂M(kN·m)35.4421.274.0947.7068.6881.6574.2974.5462.2773.08-19.9281.6581.65-19.92N(kN)487.66148.15-0.44-6.60803.52855.78856.57788.85790.17359.30372.18856.57856.57359.30B柱柱底M(kN·m)38.6123.224.0947.7074.8888.7081.3480.7168.4475.46-17.5588.7088.70-17.55N(kN)487.66148.15-0.44-6.60803.52855.78856.57788.85790.17359.30372.18856.57856.57359.301A柱柱頂M(kN·m)-54.81-26.112.6826.92-99.58-108.00-112.82-94.64-102.68-14.86-67.35112.82-14.86-112.82N(kN)472.36190.34-6.35-84.17824.21893.86905.28804.40823.44272.20436.33905.28905.28272.20A柱柱底M(kN·m)-33.25-15.663.8738.90-60.23-63.23-70.20-53.86-65.4812.99-62.8770.2012.99-70.20N(kN)472.36190.34-6.35-84.17824.21893.86905.28804.40823.44272.20436.33905.28905.28272.20B柱柱頂M(kN·m)27.2316.211.3813.8352.6560.9558.4754.4950.3533.906.9460.9560.956.94N(kN)604.64203.50-0.44-6.601015.701090.891091.68999.051000.37447.04459.921091.681091.68447.04B柱柱底M(kN·m)11.387.012.5625.6822.2327.6123.0125.9918.3233.57-16.5033.5733.57-16.50N(kN)604.64203.50-0.44-6.601015.701090.891091.68999.051000.37447.04459.921091.681091.68447.04

表28框架柱剪力組合表樓層截面

位置內(nèi)力SGkSQkSWkSEk組合1和2組合3和4組合5和6組合7和81.2γRE（Mcu+Mcl）/Hn左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震5A柱V(kN)-85.22-13.680.9217.98-128.45-130.48-132.14-123.77-126.53-46.39-81.44134.78B柱38.048.350.5510.7459.5362.4761.4859.0457.3939.0018.0663.714A柱-39.14-22.702.1131.49-75.08-83.02-86.82-71.54-77.881.35-60.0688.56B柱20.3613.321.2618.8140.5447.5845.3142.3538.5633.61-3.0748.543A柱-45.07-21.413.1541.63-81.82-87.87-93.53-76.35-85.786.79-74.3995.40B柱21.4812.891.8824.8741.6348.9545.5744.2738.6440.36-8.1449.932A柱-49.22-23.364.1548.39-89.34-95.29-102.76-82.29-94.7310.27-84.09104.81B柱22.4413.482.4828.9143.5051.6247.1647.0439.6145.01-11.3652.661A柱-26.68-12.661.9919.95-48.43-51.89-55.46-45.00-50.96-0.57-39.4656.57B柱11.707.041.1911.9722.6926.8424.6924.3920.8120.45-2.9027.373.9梁柱截面設(shè)計(jì)及節(jié)點(diǎn)驗(yàn)算3.9.1框架梁以第一層AB框架梁的計(jì)算為例,說(shuō)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(jiàn)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％3.9.2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(jiàn)，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(shuō)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(zhǎng)度初始偏心距長(zhǎng)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(zhǎng)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％B620.349.931441.44滿足是φ8@100(503)500φ8@200(251)0.20％2A739.7104.811441.44滿足是φ8@100(503)500φ8@200(251)0.20％B856.5752.661441.44滿足是φ8@100(503)500φ8@200(251)0.20％1A905.2856.571441.44滿足是φ8@100(503)500φ8@200(251)0.20％B1091.6827.371441.44滿足是φ8@100(503)500φ8@200(251)0.20％3.10樓板設(shè)計(jì)3.10.1設(shè)計(jì)參數(shù)材料信息采用C30等級(jí)的混凝土：Ec=3×105N/mm2選用HRB335鋼筋：fy=300N/mm2，Es=2×105N/mm2最小配筋率：ρ=0.2%保護(hù)層厚度：20mm.板厚：150mm設(shè)計(jì)荷載：（1）標(biāo)準(zhǔn)層樓面的荷載如下：恒載：g＝1.2×4.05=4.86kN/m2活載：q＝1.4×2.5=3.5kN/m2合計(jì)：p=g+q=4.86+3.5=8.36kN/m2（2）屋面的荷載如下：恒載：g＝1.2×6.32=7.58N/m2活載：q＝1.4×0.5=0.7kN/m2合計(jì)：p=g+q=7.58+0.7=8.28kN/m23.10.2樓面板設(shè)計(jì)雙向板肋梁樓蓋結(jié)構(gòu)布置圖和板帶劃分圖如下:圖22雙向板肋梁樓蓋結(jié)構(gòu)布置圖和板帶劃分圖計(jì)算跨度：區(qū)格E：lx＝6.0m，ly＝3.0m彎矩及配筋計(jì)算(1)彎矩計(jì)算以中央?yún)^(qū)格板E為例計(jì)算跨內(nèi)正塑性絞線上的總彎矩為支座邊負(fù)塑性鉸線上的總彎矩為由解得，于是有(2)配筋計(jì)算跨中截面取支座截面近似取由于板的配筋一般較低，故近似取內(nèi)力臂系數(shù)進(jìn)行計(jì)算。y方向跨中：y方向支座：y方向跨中6@200（），y方向支座選6@150（）x方向跨中：x方向支座：x方向跨中選6@200（），x方向支座選6@150（）表31樓板配筋計(jì)算表支撐情況項(xiàng)目短邊lx(m)長(zhǎng)邊ly(m)lx/ly底板鋼筋彎矩系數(shù)Mx(kN·m)αsξAs(mm2)ρρminAs=ρminbh(mm2)實(shí)配鋼筋(mm2)一邊簡(jiǎn)支三邊固定A6.38.10.778x向0.031917.520.0850.17097.310.07%0.20%300.00φ8@150(335)y向0.01173.160.0240.02490.570.08%0.20%300.00φ8@150(335)B7.88.10.963x向0.02423.030.0230.02386.790.07%0.20%300.00φ8@150(335)y向0.01621.440.0110.01141.510.04%0.20%300.00φ8@150(335)C6.08.10.741x向0.03353.100.0240.02490.570.08%0.20%300.00φ8@150(335)y向0.09432.140.0170.01764.150.05%0.20%300.00φ8@150(335)兩邊簡(jiǎn)支兩邊固定D3.08.10.370x向0.06372.060.0160.01660.380.05%0.20%300.00φ8@150(335)y向0.00090.570.0040.00415.090.01%0.20%300.00φ8@150(335)四邊固定E3.06.30.476x向0.04464.400.0340.035132.080.11%0.20%300.00φ8@150(335)y向0.00293.160.0240.02490.570.08%0.20%300.00φ8@150(335)F3.07.80.385x向0.04843.030.0230.02386.790.07%0.20%300.00φ8@150(335)y向0.04841.440.0110.01141.510.04%0.20%300.00φ8@150(335)G3.06.00.500x向0.04003.100.0240.02490.570.08%0.20%300.00φ8@150(335)y向0.00382.140.0170.01764.150.05%0.20%300.00φ8@150(335)一邊簡(jiǎn)支三邊固定H3.03.01.000x向0.02272.060.0160.01660.380.05%0.20%300.00φ8@150(335)y向0.01800.570.0040.00415.090.01%0.20%300.00φ8@150(335)3.10.3屋面板設(shè)計(jì)樓面板的尺寸和屋面板相同，荷載設(shè)計(jì)值略小于屋面板，故樓面板和屋面板選用相同的鋼筋。3.11樓梯設(shè)計(jì)3.11.1設(shè)計(jì)參數(shù)層高H=3.3m，室內(nèi)外高差0.45m，開間3000mm，進(jìn)深8100mm，墻厚240mm。采用板式樓梯。取梯梁300mm×500mm。踏步數(shù)：n=H/h=3300/150=22步，b=300mm梯段水平投影長(zhǎng)度：L=(N/2-1)b=(22/2-1)×300=3000mm梯井寬度：c=100mm梯段寬度：(3300-240-200)/2=1430mm中間平臺(tái)：D=3420mm扶手高度：h=900mm板傾斜角度：tana=150/300=0.5，cosa=0.894。梯段板平均厚度：h=(150＋150/0.894+120/0.894)/2=242.78mm取243mm。材料：混凝土強(qiáng)度C30，受力鋼筋HRB335級(jí)，其余鋼筋HPB300級(jí)。3.11.2梯段板設(shè)計(jì)取踏步板厚度d=120mm，取1個(gè)踏步作為計(jì)算單元，取1m板寬計(jì)算。1．荷載計(jì)算表32踏步板荷載計(jì)算表荷載種類荷載標(biāo)準(zhǔn)值(kN/m)分項(xiàng)系數(shù)荷載設(shè)計(jì)值(kN/m)恒載水磨石面層25×0.03×(0.3＋0.15)×1=0.3381.20.406踏步重(包括板自重)25×(0.15/2＋0.12/0.894)×1=5.2311.26.27720厚斜板底抹灰17×0.02/0.894×1=0.3801.20.456扶手自重1.0×0.3=0.31.20.360小計(jì)(g)7.492活荷載(q)3.51.44.9總計(jì)(p)12.392．截面設(shè)計(jì)跨中最大設(shè)計(jì)彎矩設(shè)計(jì)值：板的截面有效高度?。菏芰︿摻畈捎?2@200，，分布鋼筋采用φ8@200。3.11.3平臺(tái)板設(shè)計(jì)取1m寬板帶為計(jì)算單元，取凈跨為計(jì)算跨度：，平臺(tái)板厚取150mm。1．荷載計(jì)算表33平臺(tái)荷載計(jì)算表荷載種類荷載標(biāo)準(zhǔn)值(kN/m)分項(xiàng)系數(shù)設(shè)計(jì)荷載(kN/m)恒載水磨石面層25×0.03×1=0.751.20.9150厚混凝土板0.15×25×1=3.751.24.520厚板底抹灰0.02×17×1=0.341.20.408小計(jì)(g)5.808活載(q)3.51.44.9總計(jì)(p)10.712．截面設(shè)計(jì)跨中最大設(shè)計(jì)彎矩?。喊宓慕孛嬗?/p>