四跨連續(xù)梁計算書

1、四跨連續(xù)梁計算書一、幾何數(shù)據(jù)及計算參數(shù)混凝土: C25主筋: HRB335(20MnSi)箍筋: HPB235(Q235)第一排縱筋合力中心至近邊距離: 35 mm跨中彎矩調(diào)整系數(shù): 1.00支座彎矩調(diào)整系數(shù): 1.00最大裂縫寬度: 0.30 mm自動計算梁自重: 是由永久荷載控制時永久荷載分項系數(shù)gG1: 1.35由可變荷載控制時永久荷載分項系數(shù)gG2: 1.20可變荷載分項系數(shù)gQ: 1.40可變荷載組合值系數(shù)yc: 0.70可變荷載準(zhǔn)永久值系數(shù)yq: 0.40二、荷載數(shù)據(jù)1恒載示意圖2活載示意圖三、內(nèi)力及配筋1剪力包絡(luò)圖2彎矩包絡(luò)圖3截面內(nèi)力及配筋正彎矩下鋼筋負(fù)彎矩上鋼筋剪力箍筋撓度裂

2、縫0支座0.00計算As: 360.005B10實配As:392.700.00計算A's: 360.005B10實配A's:392.7014.32-0.000跨中16.88(2.36)計算As: 360.005B10實配As:392.700.00(0.00)計算A's: 360.005B10實配A's:392.70-22.13(6.00)計算Asv/s:0.44A8230實配Asv/s:0.44 0.95(2.36)0.019(2.36)1支座0.00計算As: 360.005B10實配As:392.70-23.43計算A's: 360.005B10實配

3、A's:392.7019.53-0.031跨中7.95(3.22)計算As: 360.005B10實配As:392.700.00(0.00)計算A's: 360.005B10實配A's:392.7019.53(0.00)計算Asv/s:0.44A8230實配Asv/s:0.44 0.45(3.22)0.009(3.22)2支座0.00計算As: 360.005B10實配As:392.70-15.62計算A's: 360.005B10實配A's:392.7016.92-0.022跨中7.95(2.78)計算As: 360.005B10實配As:392.70

4、0.00(0.00)計算A's: 360.005B10實配A's:392.70-19.53(6.00)計算Asv/s:0.44A8230實配Asv/s:0.44 0.45(2.78)0.009(2.78)3支座0.00計算As: 360.005B10實配As:392.70-23.43計算A's: 360.005B10實配A's:392.7022.13-0.033跨中16.88(3.64)計算As: 360.005B10實配As:392.700.00(0.00)計算A's: 360.005B10實配A's:392.7022.13(0.00)計算Asv/s:0.44A8230實配Asv/s:0.44 0.95(3.64)0.019(3.64)4支座0.00計算As: 360.005B10實配As:392.70-0.00計算A's: 360.005B10實配A's:392.70-0.