梁板柱配筋率及有关知识.doc

梁板柱配筋率的有关知识一、公式配筋率=As/bho最小配筋率min=As/bho公式说明ho有效高度ho=h-as（保护层厚度） 板的配筋面积 As=配筋率板厚1米板长(1000)得出构造配筋 （板厚应减去保护层厚度）二、经济配筋率1、板 0.4 %0.8 % 2、梁 0.6 %1.5 % （矩形梁0.85%1.25% ，T形梁1.1%1.6% ） 3、柱 0.8 %1.2 %三、最小配筋率min1、板 I级钢 0.24%0.37% II级钢 0.2 %0.26%2、梁 I级钢 0.24%0.37% II级钢 0.2 %0.26%3、柱 中柱0.6 %1 % 角柱 0.8 %1.2% 非框架柱0.6%四、以下有关表格供查询梁板柱的最小配筋率板最小配筋面积（2）fy=210N/2（I级钢） 表（一）板厚()C20C25C30C35C40as=20as=20as=20as=20as=20min=0.2357%min=0.2722%min=0.3064%min=0.3364%min=0.3664%6094.28108.88122.56134.56146.5670117.85136.10153.20168.20183.2080141.42163.32183.84201.84219.8490165.0190.54214.48235.48256.48100188.6217.76245.12269.12293.12110212.13244.98275.76302.76329.76120235.7272.20306.40336.40366.40130259.3299.42337.04370.04403.04140283.0326.64367.68403.68439.68150306.4353.86398.32437.32476.32160329.98381.08428.96470.96512.96170353.55408.30459.60504.60549.60180377.12435.52490.24538.24586.24190400.69462.74520.88571.88622.88200424.26489.96551.52605.52659.52250542.11626.06704.72773.72842.72300659.96762.16857.92941.921025.92板最小配筋面积（2）fy=300N/2 （II级钢） 表（二）板厚()C20C25C30C35C40as=20as=20as=20as=20as=20min=0.2%min=0.2%min=0.2145%min=0.2355%min=0.2565%60808085.8094.2102.6070100100107.25117.75128.2580120120128.70141.30153.9090140140150.15164.85179.55100160160171.6188.40205.20110180180193.05211.95230.85120200200214.50235.50256.50130220220235.95259.05282.15140240240257.40282.60307.80150260260278.85306.15333.45160280280300.30329.70359.10170300300321.75353.25384.75180320320343.20376.80410.40190340340364.65400.35436.05200360360386.10423.90461.70250460460493.35541.65589.95300560560600.60659.40718.20min=45ft/fy(%) =As/b*h0 梁最小配筋率fy=210N/2 （I级钢） 表（三）C20C25C30C35C40as=35as=35as=35as=35as=35min=0.2357%min=0.2722%min=0.3064%min=0.3364%min=0.3664%双排筋as=60 =As/bh0梁最小配筋率fy=300N/2（II级钢） 表（四）C20C25C30C35C40as=35as=35as=35as=35as=35min=0.2%min=0.2%min=0.2145%min=0.2355%min=0.2565%双排筋as=60 =As/bh0 as-钢筋保护层厚度说明：以上表中板最小配筋面积据公式min=As/b*h0 所以As=minbho其中ho=h-as 举例板厚h=100 fy=300N/砼标号C25 as=20 min=0.2% 板厚有效高度ho=h-as=100-20=80 板的宽度b=1000 故板最小配筋面积As=minbho=0.2%100080=160梁最小配箍率（%） =As/bho 表（五）砼号HPB235（Q235） fyv=210N/2HRB335 fyv=300N/2一般梁三四级框架梁受弯剪扭梁一般梁三四级框架梁受弯剪扭梁0.24*ft/ fyv0.26*ft/ fyv0.28*ft/ fyv0.24*ft/ fyv0.26*ft/ fyv0.28*ft/ fyvC200.1260.13630.1470.0880.09550.103C250.14520.15730.1700.1020.1100.119C300.16350.17710.1910.11450.1240.1336C350.1800.1950.2100.1260.1360.147C400.1960.2120.2280.1370.1480.160柱全部纵筋最小配筋率（%） 表（六）柱类型抗震等级一级二级三级四级框架中边柱1.00.80.70.6框架角柱1.21.00.90.8非框架柱0.6柱每一侧的配筋百分率0.2%当柱主筋配筋率3%时柱筋直径8柱箍筋加密区最小体积配箍率（%） 表（七）抗震等级一级二级三级四级0.80.60.40.4vvfc/fyv柱筋非加密区配箍率不小于加密区的一半，箍筋间距对一二级抗震等级10d, 箍筋间距对三四级抗震等级15d，d为柱中主筋直径较小者箍筋面积配筋率：拿箍筋的面积除以梁宽度和箍筋间距的乘积。而在高层混凝土结构技术规程上，则分为箍筋的面积配筋率和箍筋的体积配筋率，其中箍筋的体积配筋率：箍筋的体积除以除去保护层厚度的所谓核心区宽度与箍筋间距的乘积梁的最小配筋率（%） 表（八）混凝土强度等级C20Fc=1.1C251.27C301.43C351.57C401.71C451.8HPB235 fy=2100.2360.2720.3060.3360.3660.386HRB335 fy=3000.2000.2000.2150.2360.2570.270HRB400、RRB400 fy=3600.2000.2000.2000.2000.21