【正文】 4層B柱柱頂M 　N 柱底M 　N 4層C柱柱頂M 　N 柱底M 　N 4層D層柱頂M 　N 柱底M 　N 3層A柱柱頂M 　N 柱底M 　N 3層B柱柱頂M 　N 柱底M 　N 3層C柱柱頂M 　N 柱底M 　N 3層D層柱頂M 　N 柱底M 　N 2層A柱柱頂M7 N66 柱底M N66 2層B柱柱頂M N 柱底M N 2層C柱柱頂M N 柱底M N 2層D柱柱頂M7 N66 柱底M N 1層A柱柱頂M N 柱底M N 1層B柱柱頂M N 柱底M N 1層C柱柱頂M N 柱底M N 1層D柱柱頂M N 柱底M N 注：彎矩單位：kN?m，剪力單位：kN，軸力單位：kN。已知采用C30混凝土，縱向鋼筋采用HRB400 箍筋采用HPB300 橫梁尺寸：300mm800mm以第五層AB梁為例詳細計算非抗震情況：左端彎矩 (1)正截面受彎承載力（非抗震）1)A支座處支座處產(chǎn)生負彎矩截面按照矩形截面計算實際配鋼筋512 As=562mm178。 框架梁正截面受彎承載力計算樓層計算公式梁AB梁BC梁CD計算公式梁AB跨中截面（按T形截面計算）梁BC跨中截面（按T形截面計算）梁CD跨中截面（按T形截面計算）左支座右支座左支座右支座左支座右支座五層M/(kNm) M/(kNm) bh0(mm2)300750200360300750bf39。h0(mm2)200075020003602000750bh0216875000025920000168750000bh0211250000002592000001125000000αs=M/α1fcbh02 αs=M/α1fcbf,h02 ζ=1√(12αs) ζ=1√(12αs) ξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbAS=ζα1fcbh0/fy AS=ζα1fcbf,h0/fy As min=ρminbh450450144144450450As min=ρminbh450144450實配鋼筋/mm2420420420420420420實配鋼筋/mm2420420420125612561256125612561256125612561256四層M/(kNm) M/(kNm) bh0(mm2)300750200360300750bf39。h0(mm2)200075020003602000750bh0216875000025920000168750000bh0211250000002592000001125000000αs=M/α1fcbh02 αs=M/α1fcbf,h02 ζ=1√(12αs) ζ=1√(12αs) ξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbAS=ζα1fcbh0/fy AS=ζα1fcbf,h0/fy As min=ρminbh420420420420420420As min=ρminbh420420420實配鋼筋/mm2125612561256125612561256實配鋼筋/mm212561256125656556510051005565565565565565三層M/(kNm) M/(kNm) bh0(mm2)300750200360300750bf39。h0(mm2)200075020003602000750bh0216875000025920000168750000bh0211250000002592000001125000000αs=M/α1fcbh02 αs=M/α1fcbf,h02 ζ=1√(12αs) ζ=1√(12αs) ξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbAS=ζα1fcbh0/fy AS=ζα1fcbf,h0/fy As min=ρminbh450450144144450450As min=ρminbh450144450實配鋼筋/mm2420420420420420420實配鋼筋/mm2420420420125612561256125612561256125612561256二層M/(kNm) M/(kNm) bh0(mm2)300750200360300750bf39。h0(mm2)200075020003602000750bh0216875000025920000168750000bh0211250000002592000001125000000αs=M/α1fcbh02 αs=M/α1fcbf,h02 ζ=1√(12αs) ζ=1√(12αs) ξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbAS=ζα1fcbh0/fy AS=ζα1fcbf,h0/fy As min=ρminbh450450144144450450As min=ρminbh450144450實配鋼筋/mm2420420420420420420實配鋼筋/mm2420420420125612561256125612561256125612561256一層M/(kNm) M/(kNm) bh0(mm2)300750200360300750bf39。h0(mm2)200075020003602000750bh0216875000025920000168750000bh0211250000002592000001125000000αs=M/α1fcbh02 αs=M/α1fcbf,h02 ζ=1√(12αs) ζ=1√(12αs) ξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbξ﹤ξbAS=ζα1fcbh0/fy AS=ζα1fcbf,h0/fy As min=ρminbh420420420420420420As min=ρminbh420420420實配鋼筋/mm2125612561256125612561256實配鋼筋/mm212561256125656556512711271565565565565565注：表中彎矩單位為kNm ，剪力單位為：kN 。(3)斜截面受剪承載力計算（非抗震）以五層AB梁為例箍筋選用HPB300 1）截面尺寸要求V=2）是否構造配筋配筋選8@200 (4)裂縫寬度驗算裂縫寬度驗算時，要求各框架梁按荷載效應的標準組合并考慮長期作用影響的最大裂縫寬度不大于裂縫寬度限值。彎矩采用正常使用極限狀態(tài)下的荷載效應組合值。 框架梁斜截面受剪承載力計算構件樓層截面位置V(kN)（kN）Asv/s=（)/實配雙肢箍筋AB框架梁五層左端 8@200右端 8@200四層左端 8@200右端 8@200三層左端 8@200右端 8@200二層左端 8@200右端 8@200一層左端 8@200右端 8@200BC框架梁五層左端 8@200右端 8@200四層左端50 8@200右端50 8@200三層左端 8@200右端 8@200二層左端 8@200右端 8@200一層左端 8@200右端 8@200剪力單位為：kN 樓層計算公式梁AB梁BC左端跨中右端左端跨中右端五層Mk/(kNm) AS(mm2)125612561256125612561256σsk=Mk/(N/mm2)ρte=As/AteΨ=(ρteσsk)deq=∑nidi2/∑nividi(mm)αcrωmax=αcrΨσsk/Es(+)(mm)﹤﹤﹤﹤﹤﹤四層Mk/(kNm) AS(mm2)125612561256125612561256σsk=Mk/(N/mm2)ρte=As/AteΨ=(ρteσsk)deq=∑nidi2/∑nividi(mm)αcrωmax=αcrΨσsk/Es(+)(mm)﹤﹤﹤﹤﹤﹤三層Mk/(kNm) AS(mm2)125612561256125612561256σsk=Mk/(N/mm2)ρte=As/AteΨ=(ρteσsk)deq=∑nidi2/∑nividi(mm)αcrωmax=αcrΨσsk/Es(+)(mm)﹤﹤﹤﹤