框架梁柱截面設(shè)計(jì)

框架梁柱截面設(shè)計(jì)9.1框架梁的截面內(nèi)力換算支座中心處彎矩?fù)Q算為支座邊緣處控制界面的彎矩進(jìn)行配筋計(jì)算，梁支座邊緣處的內(nèi)力值：頂層A支座截面最不利組合設(shè)計(jì)值：為設(shè)計(jì)值，將梁?jiǎn)挝婚L(zhǎng)度均布荷載轉(zhuǎn)化為設(shè)計(jì)值四層M()五層四層三層二層一層支座A-59.59-76.63-80.04-73.31-87.72AC跨中146.51138.531128.41128.41139.09支座C左-70.41-87.57-92.27-98.28-110.13支座C右-90.25-50.78-55.87-55.81-62.34CE跨中59.748.9848.9848.9850.27V五層四層三層二層一層78.42113.87113.04113.04110.12-114.54-128.57-137.47-137.24-132.3310.3215.9918.2820.5927.329.2梁正截面受彎承載力計(jì)算根據(jù)內(nèi)力組合結(jié)果，即可選擇各截面的最不利內(nèi)力進(jìn)行截面配筋計(jì)算。采用單筋矩形截面公式，取，梁內(nèi)縱向鋼筋選用HRB335，混凝土強(qiáng)度等級(jí)采用C30，則，AC,DF跨截面尺寸為，CD跨截面尺寸以頂層A支座為例：查表梁各截面配筋如下表：層號(hào)截面實(shí)配鋼筋及面積頂層A-59.590.038342218AC中146.510.098773418C左-70.410.046368218509C右-90.250.21507218509CE中59.70.1343812185094層A-76.630.05392218AC中138.5310.088821418C左-87.570.06453218509C右-50.780.113302218509CE中48.980.109302218509A-80.040.0514122183層AC中128.410.085732418C左-92.270.06477218509C右-55.870.121512218509CE中48.980.109471218509A-73.310.041341218AC中128.410.0857324182層C左-98.280.064507218509C右-55.810.121512218509CE中48.980.1094712185091層A-87.720.057453218AC中139.090.088732418C左-110.130.073512218509C右-62.340E中50.270.1105042185099.3框架梁的斜截面受剪承載力計(jì)算按《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》的要求：梁的箍筋。箍筋選用HPB235，AB跨故截面尺寸滿足要求按構(gòu)造要求配筋取雙肢箍Ф8＠200滿足要求BC跨故截面尺寸滿足要求按構(gòu)造要求配筋取雙肢箍Ф8＠200滿足要求框架梁斜截面配筋層數(shù)截面剪力V(kN)實(shí)配箍筋5梁AC支座左78.42<08@200跨中--<08@200支座右-114.54<08@200梁CF支座左10.32<08@200跨中--<08@2004梁AC支座左113.87<08@200跨中--<08@200支座右-128.5<08@200梁CF支座左15.99<08@200跨中--<08@2003梁AC支座左113.04<08@200跨中--<08@200支座右-137.47<08@200梁CF支座左18.28<08@200跨中--<08@2002梁AC支座左113.04<08@200跨中--<08@200支座右-137.24<08@200梁CF支座左20.59<08@200跨中--<08@2001梁AC支座左110.12<08@200跨中--<08@200支座右-132.33<08@200梁CF支座左27.32<08@200跨中--<08@2009.4框架柱配筋計(jì)算柱采用對(duì)稱配筋，縱筋采用HRB335級(jí)鋼筋，柱箍筋采用HPB235，混凝土保護(hù)層厚度取30mm，mm。設(shè)計(jì)采用為組合目標(biāo)的三組內(nèi)力進(jìn)行計(jì)算，以首層中柱為例。9.5框架柱的縱向受力鋼筋計(jì)算9.5.1軸壓比驗(yàn)算則軸壓比故滿足要求。9.5.2框架柱正截面承載力計(jì)算強(qiáng)柱弱梁的要求調(diào)整彎矩組合，柱計(jì)算長(zhǎng)度附加偏心距，取，取，取故屬于大偏心受壓。選配416（）配筋率滿足要求。組合，柱計(jì)算長(zhǎng)度附加偏心距，取，取，取故屬于小偏心受壓。按構(gòu)造要求，選配416（）配筋率，滿足要求。組合，，層數(shù)組合彎矩M(kN·m)軸力N(kN)實(shí)際配筋(mm2)5邊柱-81.39140.7551941680455.75171.99349-24.24125.9358中柱81.42163.91496416804-46.44211.7520881.42163.914964邊柱-92.66338.3844341680450.81383.181018.61285.75<0中柱103.63377.08526416804-43.08480.08<0103.63377.085263邊柱-109.76545.5347641680458.89594.298717.84435.84<0中柱-128.51601.22646416804-49.23748.51<0128.11583.946382邊柱116.27779.1755041680418.17807.52<049.16577.9644中柱123.83790.32612416804-15.111020.74<0123.24810.245251邊柱-109.76545.5347641680458.89594.298717.84435.84<0中柱-128.51601.22646416804-128.51601.22646-128.51601.226469.6斜截面受剪承載力計(jì)算柱強(qiáng)剪弱彎要求由內(nèi)力組合表查知取因?yàn)榧艨绫人匀∮忠驗(yàn)楣嗜?，則故按構(gòu)造配箍，取。梁柱配筋見(jiàn)下表。框架柱斜截面配筋層數(shù)組合剪力V(kN)箍筋形式實(shí)配箍筋(mm2)非加密區(qū)加密區(qū)4邊柱-41.58<0雙肢箍8＠2008＠100中柱42.81<0雙肢箍8＠200