新规范最全构造配筋表.doc

混凝土强度设计值（N/mm2）强度种类混 凝 土 强 度 等 级C15C20C25C30C35C40C45C50C55C60C65C70C75C80fc7.29.6 11.914.316.719.121.123.125.327.529.731.833.835.9ft0.911.101.271.431.571.711.801.891.962.042.092.142.182.22混凝土强度标准值（N/mm2） 强度种类符号混 凝 土 强 度 等 级C7.5C10C15C20C25C30C35C40C45C50C55C60轴心抗压fck56.7 10 13.5 17 20 23.5 27 29.5 32 34 36 弯曲抗压fcmk5.5 7.5 11 15 18.5 22 26 29.5 32.5 35 37.5 39.5 抗 拉ftk0.75 0.9 1.2 1.5 1.75 2 2.25 2.45 2.6 2.75 2.85 2.95 纵向受力钢筋混凝土保护层最小厚度（mm）环境类别板、墙、壳梁、柱、杆柱C20C25C45C50C20C25C45C50C20C25C45C50一201515252020二a252020302525b302520403530三353025454035注：基础中纵向受力钢筋的混凝土保护层厚度不应小于40mm，当无垫层时不应小于70mm。现浇钢筋混凝土房屋适用最大高度（m）结构体系抗 震 设 防 烈 度6789框 架 60554525框架抗剪震分框支抗震墙12010080不应采用框架核心中柱抗震墙403530不应采用注：1.房屋高度指室外地面到主要屋面板板顶的高度（不包括局部突出屋顶部分）；2.框架核心筒结构指周边稀柱框架与核心筒组成的结构；3.部分框支抗震墙结构指首层或底部两层框支抗震墙结构；4.乙类建筑可按本地区抗震设防烈度确定适用的最大高度；5.超过表内高度的房屋，应进行专门研究和论证，采取有效的加强措施。钢筋的计算截面面积及公称质量表直径d（mm）不同根数直径的计算截面面积（mm2）单根钢筋公称质量（kg/m）12345678934566.57.112.619.628.333.214.125.139576621.237.75985100 28.350.37911313335.362.89814116642.475.4118170199 49.588.0137198232 56.5100.5157226265 63.6113.1177254299 0.05550.09860.1540.2220.26088.210121450.352.878.5113.1153.9 101106157226308 151158236339462 201211314452616 251264393565770 302317471679924 3523705507921078 4024226289051232 45247570710181385 0.3950.4150.6170.8881.208 1618202225201.1254.5314.2380.1490.9402509628760982 60376394211401473 8041018125715211963 10051272157119012454 12061527188522812945 14071781219926613436 16082036251330413927 18102290282734214418 1.5781.9982.4662.9843.853 28323640615.8804.21017.91256.6 1232160820362513 1847241330543770 2463321740725027 3079402150896283 3695482561077540 4310563071258796 49266434814310053 55427238916111310 4.8346.3137.9909.865 每米板宽内的钢筋截面面积表 钢筋间距（mm）当钢筋直径（mm）为下列数值时的钢筋截面面积（mm2）44.55681012141618202225707580901001801681571401262272121991771592802622452181964043773533142837186706285595031122104798287378516161508141412571131219920531924171015392872268125132234201136353393318128272545448841893927349131425430506847524224380170126545613654544909110120125130140150114105101979084145133127122114106178164157151140131257236226217202188457419402387359335714654628604561524102894290587080875413991283123211841100102618281676160815471436134023132121203619571818169628562618251324172244209434563168304129242715253444624091392737763506327216017017518019020079747270666399949188848012311511210910398177166162157149141314296287279265251491462449436413392707665646628595565962906880855810770125711831149111710581005159014971454141413391272196318481795174516531571237622362172211220011901306828872805272725842454250300504264537965113942011683142624523776165138046701018848125710471521126719631636钢筋间距44.55681012141618202225混凝土板每m最小配筋率配筋面积级钢（最小配箍率取0.45ft/fc与0.2%取较大值）板厚C20（0.236%）C25（0.272%）C30（0.306%）C35（0.336%）80189218245269100236272306336120283326367403130307354398437150354408459504180425489551605混凝土板每m最小配筋率配筋面积级钢板厚C20（0.2%）C25（0.2%）C30（0.215%）C35（0.236%）80160160172189100200200215236120240240258283130260260280307150300300323354180360360387425混凝土板每m最小配筋率配筋面积级钢板厚C20（0.2%）C25（0.2%）C30（0.2%）C35（0.2%）80160160160160100200200200200120240240240240130260260260260150300300300300180360360360360梁 内 钢 筋 排 成 一 排 时的 钢 筋 最 多 根 数梁宽（mm）2002503003504004505006007008009001000钢筋直径1245144516455-661844-55-66-7720345-66-77-88-99-1011-1213-1515-1717-1919-2122345677-98-1010-1212-1414-1616-1817-202533-44-55-66-77-87-99-1111-1313-1514-1715-19284-55-66-77-88-109-1211-1312-1514-17327-98-1010-1211-1312-15梁受集中荷载时的附加箍筋附加箍筋承受集中荷载承载力表F （kN）钢筋级别箍 筋箍 筋 个 数肢数直径(mm)每侧 1 个(共 2 个)每侧 2 个(共 4 个)每侧 3 个(共 6 个)每侧 4 个(共 8 个)HPB235(级)双肢623.847.571.395.0842.284.4126.7168.91066.0131.9197.9263.91295.0190.0285.0380.014129.3258.6387.9517.2四肢647.595.0142.5190.0884.4168.9253.3337.810131.9263.9395.8527.812190.0380.0570.0760.014258.6517.2775.81034.5HRB335(级)双肢633.967.9101.8135.7860.3120.6181.0241.31094.2188.5282.7377.012135.7271.4407.2542.914184.7369.5554.2738.9四肢667.9135.7203.6271.48120.6241.3361.9482.510188.5377.0565.5754.012271.4542.9814.31085.714369.5738.91108.41477.8每根附加吊筋承受集中荷载能力吊筋直径1012141618202225级钢筋45o23.333.645.759.775.693.3112.9145.860o28.641.156.073.192.6114.3138.3178.5级钢筋45o48.065.385.3108.0133.3161.3208.360o58.880.0104.5132.2163.2197.5255.1级钢筋45o57.678.3102.4129.6159.9193.4249.960o70.495.9125.4158.7195.9237.0306.1梁受集中荷载时的附加吊筋附加吊筋承受集中荷载承载力表F （kN）钢筋级别钢筋直径(mm)弯 起 角 度45601 根2 根3 根4 根1 根2 根3 根4 根HPB235 (级)1233.667.2100.8134.441.182.3123.4164.51445.791.4137.2182.956.0112.0168.0224.01659.7119.4179.1238.873.1146.3219.4292.51875.6151.1226.7302.392.6185.1277.7370.22093.3186.6279.9373.2114.3228.5342.8457.122112.9225.8338.7451.6138.3276.5414.8553.125145.8291.6437.3583.1178.5357.1535.6714.2钢筋级别钢筋直径(mm)弯 起 角 度45601 根2 根3 根4 根1 根2 根3 根4 根HRB335 (级)1248.096.0143.9191.958.8117.5176.3235.11465.3130.6195.9261.280.0160.0240.0320.01685.3170.6255.9341.2104.5208.9313.4417.918108.0215.9323.9431.8132.2264.5396.7528.920133.3266.6399.9533.1163.2326.5489.7653.022161.3322.6483.8645.1197.5395.0592.6790.125208.3416.5624.8833.0255.1510.1765.21020.3每米箍筋实配面积箍 筋折算为 I级钢的面积cm2箍 筋折算为 I级钢的面积cm2282005.034810020.12102007.8541010031.4281506.741210077.5521015010.466820015482007.8561020023.541020015.76810030.141220038.7761010040.7钢筋混凝土结构构件中纵向受力钢筋的最小配筋百分率（%）受 力 类 型最小配筋百分率受压构件全部纵向钢筋0.6一侧纵向钢筋0.2受弯构件、偏心构件、轴心受拉构件一侧的受拉钢筋0.2和45ft/fy中的较大值注：1.受压构件全部纵向钢筋最小配筋百分率，当采用HRB400级、RRB400级钢筋时，应按表中规定减小0.1；当混凝土强度等级为C60及以上时，应按表中规定增大0.1；2.偏心受拉构件中的受压钢筋，应按受压构件一侧纵向钢筋考虑；3.受压构件的全部纵向钢筋和一侧纵向钢筋的配筋率以及轴心受拉构件和小偏心受拉构件一侧受拉钢筋的配筋率应按构件的全截面面积计算；受弯构件、大偏心受拉构件一侧受拉钢筋的配筋率应按全截面面积和扣除压翼缘面积（bf-b）hf后的截面面积计算；4.当钢筋沿构件截面周遍布置时，“一侧纵向钢筋”系指沿受力方向两个对边中的一边布置的纵向钢筋。框架柱全部纵向受力钢筋最小配筋百分率（%）类 别抗震等级一二三四中柱和边柱1.00.80.70.6角柱、框支柱1.21.00.90.8注：采用HRB400级热轧钢筋时应允许减少0.1，混凝土强度等级高于C60时应增加0.1。框架梁纵向受拉钢筋的最小配筋白分率（%）抗震等级梁 中 位 置支 座跨 中一 级0.4和80ft/fy中的较大值0.3和65ft/fy中的较大值二 级0.3和65ft/fy中的较大值0.25和55ft/fy中的较大值三、四级0.25和55ft/fy中的较大值0.2和45ft/fy中的较大值柱箍筋加密区的箍筋最小配箍特征值（=fc/fw）抗震等级箍 筋 形 式轴 压 比0.30.40.50.60.70.80.91.01.05一普通箍、复合箍0.100.110.130.150.170.200.23螺旋箍、复合或连续复合矩形螺旋箍0.080.090.110.130.150.180.21二普通箍、复合箍0.080.090.110.130.150.170.190.220.24螺旋箍、复合或连续复合矩形螺旋箍0.060.070.090.110.130.150.170.200.22三普通箍、复合箍0.060.070.090.110.130.150.170.200.22螺旋箍、复合或连续复合矩形螺旋箍0.050.060.070.090.110.130.150.170.20注：1.普通箍指单个矩形箍和单个圆形箍；复合箍指矩形、多边形、圆形箍或拉筋组成的箍筋；符合螺旋箍指由螺旋箍与矩形、多边形、圆形箍或拉筋组成的箍筋；连续复合矩形螺旋箍指全部螺旋箍为同一根钢筋加工而成的钢筋；2.框支柱宜采用复合螺旋或井字复合箍，其最小配箍特征值应比表内数值增加0.02，且体积配箍率不应小于1.5%；3.剪跨比不大于2的柱宜采用复合螺旋箍或井字复合箍，其体积配箍率不应小于1.2%，9度时不应小于1.5%；4.计算复合螺旋箍的体积配筋率时，其非螺旋箍的箍筋体积应乘以换算系数0.8。一级抗震框架梁非加密区构造配箍（构造配箍率sv=0.3ft/fyv=nAsv/bs）梁宽C20C25C30sv=0.204%C35sv=0.224%C40sv=0.244%2002820028200282002502102002102002102003002102002102002102003502102002102004820040048200482004820045048200410150410200500210150410200410200550410200410200410200600410200410200410200二级抗震框架梁非加密区构造配箍（构造配箍率sv=0.28ft/fyv=nAsv/bs）梁宽C20sv=0.147%C25sv=0.169%C30sv=0.191%C35sv=0.209%C40sv=0.228%20028200282002820028200282002502820028200282002102002102003002820021020021020021020021020035021020021020021020021020048200400210200210200210200482004820045021020021020048200482002101505002102004820048200210150410200550482004820041020041020041020060048200210150410200410200410200三级抗震框架梁非加密区构造配箍（构造配箍率sv=0.26ft/fyv=nAsv/bs）梁宽C20sv=0.136%C25sv=0.159%C30sv=0.177%C35sv=0.194%C40sv=0.212%2002820028200282002820028200250282002820028200282002102003002820028200210200210200210200350282002102002102002102002102004002102002102002102002102002820045021020021020048200482004820050021020048200482004820041020055021020048200482002101504102006004820048200210150210150410200框架柱每侧纵向受力钢筋最大根数 柱宽钢筋直径350400450500550600650700750800184556782045567789101022445667899102544566789910纵向受拉钢筋的最小锚固长度钢筋类型混凝土强度等级C20C25C30C35C40HPB235（级钢筋）31d27d24d22d20dHRB335（级钢筋）39d34d30d27d25dHRB400（级钢筋）46d40d36d33d30d300450宽框架梁受扭钢筋配筋方法250梁高450450梁高650650梁高850850梁高1050框架柱、框架梁加密区箍筋间距及直径抗震等级框架柱箍筋（mm）框架梁箍筋（mm）最大间距最小直径最大间距最小直径一6d或10010hb/4、6d、100mm10二8d或1008（10)hb/4、8d、100mm8三8d或150（柱根100）8hb/4、8d、150mm8四8d或150（柱根100）6（柱根8）hb/4、8d、150mm6估算板厚度h/l支撑情况连 续简 支单向板1/401/35双向板1/451/40悬臂板1/12无梁楼盖有柱帽1/35无柱帽1/30注：h为板厚度，l为板短边跨度。估算梁截面（高跨比h/l）支撑情况连 续简 支悬 臂整体肋型梁主梁1/151/121/6次梁1/251/201/8独立梁1/151/121/6注：h为梁高度，l为梁计算跨度粱的最大高跨比l0/h值(gk+qk)/L0kN/m2简支粱连续梁悬臂粱矩 形T 型矩 形T 型矩 形T 型0.250.50123462118161514132219171615151424211816161525222018171716109871110988框架柱的截面框架柱的界面形式一般采用矩形、方形、圆形或多边形等。截面宽度和高度：非抗震设计时均不宜小于250mm，抗震设计时均不宜小于300mm；圆柱截面直径及多边形截面的内切圆直径不宜小于350mm；错层处框架柱的截面高度不小于600mm。截面高度与宽度的比值不宜大于3。框架柱的截面宜满足L0/bc30；L0/hc25；（L0为柱的计算长度；bc, hc分别为柱截面宽度和高度）。框架柱的剪跨比宜大于2。地震作用下弹性层间位移角的限值结 构 类 型e钢筋混凝土框架1/550钢筋混凝土框架-抗震墙板柱抗震墙、框架核心筒1/800钢筋混凝土抗震墙、筒中筒1/1000钢筋混凝土框支层1/1000多、高层钢结构1/300受弯构件允许挠度构件类型允许挠度吊车梁手动吊车L0/500电动吊车L0/600屋盖、楼盖、楼梯构件L07mL0/200（L0/250）7mL09mL0/250（L0/300）L09mL0/300（L0/400）注：计算悬臂构件的允许挠度值时，其计算跨度L0按实际悬臂长度的2倍取用。伸缩缝的最大间距(m)结构类型施工方法室 内露 天排架结构装 配10070框架结构装 配7550现 浇5535剪力墙结构装 配6540现 浇4530挡土墙地下室墙装 配4030现 浇3020A级高度高层建筑高宽比的限值结构类型非抗震设计抗震设防烈度6789框架、板柱、剪力墙54432框架剪力墙55543剪力墙66654筒中筒、框架核心筒66654墙体自重表类别墙厚(mm)自 重 kN/m2备 注无粉刷单面粉刷双 面 粉 刷实心砖墙1202.282.622.961803.423.764.10（4.26）4.462404.564.905.24（5.40）5.603706.947.287.62（7.78）7.984909.329.6610.00(10.16)10.36空斗砖墙2403.613.954.29（4.45）4.65一眠一斗2403.423.764.10（4.26）4.46一眠二斗2403.343.684.02（4.18）4.38一眠三斗2403.123.463.08（3.96）4.16无眠空斗空心砖墙901.371.712.05空心率20%1802.743.083.42（3.58）3.78空心率20%1902.893.233.57（3.73）3.93空心率20%3004.574.915.25（5.41）5.61空心率20%钢筋混凝土墙601.501.842.18（2.34）2.54802.002.342.68（2.84）3.041002.502.843.18（3.34）3.