常用钢筋混凝土表(A4)

1、钢筋混凝土基本数据C15C20C25C30C35C40C45C50C55C60C65C70C75C80f ck(N/mm2)10.013.416.720.123.426.829.632.435.538.541.544.547.750.2f tk (N/mmi2)1.271.541.782.012.202.392.512.642.742.852.932.993.053.11fc(N/mm 2)7.29.611.914.316.719.121.223.125.327.529.731.833.835.9ft(N/mm 2)0.911.101.271.431.571.711.801.891.962.0

2、42.092.142.182.22Ec(104N/mm2)2.202.552.803.003.153.253.353.453.553.603.653.703.753.80况 C-5 occ ck c ckt ck c ck=1 X 10 / C 泊松比 v c=0.2 剪变模量 G=0.4Ef =f /y = f /1.4 f =f /丫 = f /1.4钢筋基本数据L种类符号直径d(mm)f yk2(N/mm 2)fy2 (N/mm 2)f y2(N/mm 2)Es52(105N/mm 2)执八、HPB235(Q235)8-202352102102.1扎HRB335(20Mn Si)I7-6

3、-503353003002.0钢筋HRB400 (20Mn SiV, 20Mn SiNb, 20Mn SiTi)6-504003603602.0RRB400(K20MnSi)_8.404003603602 0轴拉和小偏拉时，钢筋抗拉强度设计值大于用 fy=f yk/1.1钢筋计算截面面积及理论重量123456789kg/m628.357851131421701982262550 222850.31011512012523023524024530.395,1078.5157236150314180393 .4715506287070.61712113.1226339150452305650678

4、79190410170.888180 .22014153.9308461180615200769-2509233001077123113851.2115022016201.140260318080430100525012063001407350160840()18091.5815020018254.55097631801017Z01272-3001526-3501780400203646()22902.00；200；25030035040!)J20314.262894118012562001570-3001884-35022004002513450)28272.47250:3003501400

5、)22380.17601140-2001520-250190030022813502661450304150()34212.98180200400450)25490.99821473-2001964-3002454-3502945V03436550392755()44183.85180_25030035045045!)J注:按保护层厚度 25计算每米板宽内钢筋截面面积466/888/101010/121212/141414/16j1618202225100126.283；3935036449581131133515391775,201125453142380149091120-105236 3

6、27-4195371 vZW654798942-11121 V/ VZ V12831480J W 1 116761 21212618vz v V 13168 v V v4091环 类境 Ou别1板、墙、壳粱 柱基础一 C50 C50 C50201515302525303030有垫层时40mm：a20203030303012513014015016017018019020022025028030010022621820218917716615714914112911310194314302281265246231218207196178157140131283236100615380431017

7、91254926643481431504105526267861 1 -20030794021f U 5089250-24631 J 132174072402387359335314296279265251228201180J1685154954604294033793583393222922582302156286045615234914624364133933573142812627667376846395995645325044794369058708087547076656285955655143834523423204043771068102795489083478674270266

8、86075344774451232118411001026962906855810770700616550513纵向受力钢筋的混凝土保护层最小厚度14201366126811831110104498593488880771063459160815471436134012571183111710581005914804718670(mm)2036195725133041392724172924 377627125415918181691963237350632723068149714141848174522321128872727133912721157909848165320025841571

9、1428190245417282231125715211963112；!1358 1753104712671636b-25P 20-3530-3530无垫层时三-3025-4035-403570mm钢筋的锚固长度和搭接长度一、一级三级四级、非抗震C20C25C30C35C40C20C25C30C35C40C20C25C30C35C40I 一 a f /f day t1123531d27d24d22c20d33538d33d30d27d25d400t46d40d36d32d30dl 一aE1.15 Ia1.05 I=_i aIaI aE23536d32d28d26d23d33d29d26d24d

10、21d,33544d38d34d_31d29d40d35d31d28d26d40053dr46d41d37d .34d48d42d37d34d31d|= z I a|IE = z l aE z =1.2(25%),1.4(50%),1.6(100%)335,400 级钢筋 d 大于 25 时乘 1.1滑模时乘 1.1最小配筋率 p min (%)一匕非抗震受压构件全匚部纵向钢筋0.6。最小配筋率应按全截面面积计 算,受弯和大偏拉构件T形截面时 应按bxh计算。地基板可为0.15。大于C 60时,加0.1。用 HEB400 RRB400 时 减 0 1一侧纵向钢筋0.2受弯、偏拉、轴拉构件一侧受

11、拉钢筋0.2和45ft y较大者/f抗震等级一级二级三级四级框架梁支座0.4 和 80 ft y/f较大者0.3 和 65 f/f t y较大者0.25 和 55 f /f t y较大者0.25 和 55 f /f t y较大者梁端底顶As比值一级不小于 0.5,不小于 0.3跨中0.3 和 65ft/f y较大者0.25 和 55 ft/f y较大者0.2 和 45ft/f y较大者0.2 和 45 f t/f y较大者框架柱中、边柱1.00.80.70.6。一侧不小于0.2。场地较咼建筑,加0.1。大于C 60时,加0.1。用 HRB400,RRB400 时,减 0.1角柱、框支柱1.21

12、.00.90.8剪力墙水平和竖向分布钢筋的配筋率p sh(=A sh/bSv)、p sv(=A sv/bSh):一、一、二级不应小于 0.25%，四级和非抗震不应小于0.2%，框剪：0.25%，部分框架剪力墙底部加强部位：0.3%minP235335235C2002? 4ftf yv 01261_yv0.24f /f1yv-0.28ft/f JvC152.1050.1470.088-C20-2 8071.13354001.71C250.1450.1690.1020.103C300.1630.191粱中最小箍筋配筋百分率C35- 一C400.1950.228U7T37C45C50.0 2060

13、2160.2400.2520.119 0.133 0.147 0.1600.168C550 220.2607T5C60C65C7C8040 230.2720.27990 240.28550 240.2910.29601630T1607T710.17407170.176 0.183钢筋混凝土受弯构件纵向受拉钢筋最大配筋率C25C30C354.1814.882222_322.056347921821柱：(As s 0+A )/bh =5%2.40C40 一5 5842.7出-C456193.04C50-6.753工453583.322-C55720413.5370.1900195 0.200 0.2031P max (%)C60C6576278JD18-4.771503.773.9295512_5314.0770.