表9 －3 －1 W－2 正截面承载力计算墙肢和截面尺寸(mm×mm)组合类别工况组合(mm)水平和竖向分布钢筋（mm）(mm)(kN)大小偏心推断(mm)(mm2)实配钢筋M (kN·m)N (kN)W－2250×9900无地震72.68855.1385.02φ8@1500.0027200970025234N < Nb447.1-3621构 造 配筋，详 见 施 工图35.92804.3344.70.0027200970025234N < Nb436.9 -3554188.36804.33234.20.0027200970025234N < Nb436.9 -3500119.90769.22155.90.0027200970025234N < Nb429.9 -3469253.90769.22330.10.0027200970025234N < Nb429.9 -342272.681147.4963.30.0027200970025234N < Nb505.7 -4079105.221064.2098.90.0027200970025234N < Nb489.0 -3938257.661064.20242.10.0027200970025234N < Nb489.0 -3884235.401029.09228.70.0027200970025234N < Nb482.0 -3837369.401029.09359.00.0027200970025234N < Nb482.0 -3790有地震833.40737.451130.10.0027200970029687N < Nb400.0 -3014950.72737.451289.20.0027200970029687N < Nb400.0 -29791247.97997.331251.30.0027200970029687N < Nb400.0 -25221365.29997.331368.90.0027200970029687N < Nb400.0 -2487表9 －3 －2 WF －2 正截面承载力计算墙肢和截面尺寸(mm×mm)组合类别工况组合(mm)水平和竖向分布钢筋（mm）(mm)(kN)大小偏心推断(mm)(mm2)实配钢筋M (kN·m)N (kN)无3.74423.408.80.0026200322510071N < Nb400.0-6308构 造 配78.01379.68205.50.0026200322510071N < Nb400.0-629970.36405.5173.50.0026200322100N < Nb400.-6265WF －2300×3425地震72φ8@1305710筋，详见施工图127.07358.13354.80.0026200322510071N < Nb400.0-6281120.22401.27299.60.0026200322510071N < Nb400.0-62171.25544.782.30.0026200322510071N < Nb400.0-610961.97487.57127.10.0026200322510071N < Nb400.0-613759.42513.46115.70.0026200322510071N < Nb400.0-6097102.31466.02219.50.0026200322510071N < Nb400.0-6129100.02509.17196.40.0026200322510071N < Nb400.0-6059有地震1102.64173.426358.20.0026200322511848N < Nb400.0-57401096.50562.611949.00.0026200322511848N < Nb400.0-5194900.68281.313201.70.0026200322511848N < Nb400.0-5776898.63670.501340.20.0026200322511848N < Nb400.0-5227表9 －3 －3 W－1 正截面承载力计算墙肢和截面尺...
