731.4Р实际配筋(mm2)Р2Ф18+1Ф22Р2Ф22+1Ф18Р1Ф22+ 2Ф12Р2Ф20+1Ф12РAs=889.1РAs=1014.5РAs=606.1РAs=741.1Р②斜截面受剪承载力计算(包括复核截面尺寸、腹筋计算和最小配箍率验算)。Р复核截面尺寸:Р hw =ho- b’f=465-80=385mm且hw/b=465/200=1.93<4,故截面尺寸按下式计算:Р0.25bcfcbho=0.25×1.0×14.3×200×465=332.5kN > Vmax =119.14kNР故截面尺寸满足要求Р次梁斜截面承载力计算见下表:Р截面РAРCРVР89.36Р119.14Р108.72Р108.72Р332.5>VР截面满足Р332.5>VР截面满足Р332.5>VР截面满足Р332.5>VР截面满足Р93.1>VР不需配箍筋Р93.1<VР需配箍筋Р93.1<VР需配箍筋Р93.1<VР需配箍筋Р选用钢筋Р_____Р2Ф8Р2Ф8Р2Ф8Р_____Р100.6Р100.6Р100.6Р_____Р471.6Р786.1Р786.1Р实配箍筋间距Р_____Р200Р200Р200Р_____Р120.1>VР满足Р120.1>VР满足Р120.1>VР满足Р(5)、施工图的绘制Р次梁配筋图如图所示,其中次梁纵筋锚固长度确定:Р伸入墙支座时,梁顶面纵筋的锚固长度按下式确定:l=la =a fy d/ft=0.14×300×22/1.43=646.2取650mm.Р伸入墙支座时,梁底面纵筋的锚固长度按确定:l=12d=1218=216mm,取250mm.Р梁底面纵筋伸入中间支座的长度应满足l>12d=1222=264mm,取300mm.Р纵筋的截断点距支座的距离: l=ln/5+20d=6622/5+20×22=1764.4mm, 取1800mm.
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