结构表格打印

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钢筋每米板宽内的钢筋截面面积表钢筋直径钢筋间距6810121416182022间距803536289821414192425133181392747528090314559873125717102234282734914224901002835037851131153920112545314238011001102574577141028139918282313285634561101202364196549421283167621212618316812013021738760487011841547195724172924130140202359561808110014361818224427151401501883355247541026134016962094253415016017731449170796212571590196323761601701662964626659061183149718482236170180157279436628855111714141745211218019014926541359581010581339165320011902001412513925657701005127215711901200220129229357514700914115714281728220250113201314452616804101812571521250260109193302435592773115714281728260280101180280404550718106013091584280钢筋间距6810121416182022钢筋间距 梁纵向钢筋单排最大根数梁宽b钢筋直径（mm）（mm）1416182022252832361502/32/322221/21120043/43/43332/322250554/54/543/432/323006/765/65/654/543/433507/876/76/765/64/543/44008/98/97/87/86/76/75/64/54/54509/109/108/98/97/97/86/75/64/550010/1210/1110/119/108/107/96/86/75/655012/1311/1211/1210/119/118/107/96/85/760013/1412/1412/1311/1210/129/118/107/86/7梁宽b141618202225283236Ф25，650底筋：8/12/12，面筋10/10，700底筋8/13/13，面筋10/10，800底筋9/15/15，面筋12/12 钢筋的计算截面面积及公称质量表直径不同根数直径的计算截面面积（mm2）公称质量（mm）123456789（kg/m）628.357851131421701982262540.2226.533.2661001331661992322652990.26850.31011512012523023524024530.3951078.51572363143934715506287070.61712113.122633945256567979290510170.88814153.93084626167709241078123213851.20816201.1402603804100512061407160818091.57818254.55097631018127215271781203622901.99820314.26289421257157118852199251328272.46622380.176011401521190122812661304134212.98425490.998214731963245429453436392744183.85328615.8123218472463307936954310492655424.834（mm）123456789（kg/m）直径不同根数直径的计算截面面积（mm2）公称质量 混凝土强度设计值（N/mm2）强度种类混凝土强度等级C15C20C25C30C35C40C45C50C55C60C65C70C75C80fc7.29.611.914.316.719.121.123.125.327.529.731.833.835.9ft0.911.101.271.431.571.711.801.891.962.042.092.142.182.22 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≤C20C25~C45≥C50≤C20C25~C45≥C50≤C20C25~C45≥C50一201515302525303030二a—2020—3030—3030b—2520—3530—3530三—3025—4035—4035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。 柱箍筋加密区的箍筋最小配箍特征值λν（ρν=λνfc/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。 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 混凝土板每m最小配筋率配筋面积Ⅰ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Ⅱ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Ⅲ级钢板厚C20（0.2%）C25（0.2%）C30（0.2%）C35（0.2%）80160160160160100200200200200120240240240240130260260260260150300300300300180360360360360框架柱每侧纵向受力钢筋最大根数        柱宽钢筋直径  35040045050055060065070075080018455678    2045567789101022445667899102544566789910 纵向受拉钢筋的最小锚固长度钢筋类型混凝土强度等级C20C25C30C35≥C40HPB235（Ⅰ级钢筋）31d27d24d22d20dHRB335（Ⅱ级钢筋）39d34d30d27d25dHRB400（Ⅲ级钢筋）46d40d36d33d30d 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100φ10hb/4、6d、100mmφ10二8d或100φ8（φ10)hb/4、8d、100mmφ8三8d或150（柱根100）φ8hb/4、8d、150mmφ8四8d或150（柱根100）φ6（柱根φ8）hb/4、8d、150mmφ6 每米箍筋实配面积（cm*cm）箍筋I级钢的面积箍筋I级钢的面积箍筋I级钢的面积2φ8--1001.013φ8--1001.514φ8--1002.022φ8--2000.513φ8--2000.774φ8--2001.012φ10--1001.573φ10--1002.364φ10--1003.142φ10--2000.793φ10-2000.774φ10--2001.572φ12--1002.263φ12--1003.394φ12--1004.522φ12--2001.133φ12-2001.704φ12--2002.262φ6--1000.572φ6--2000.292φ14--1003.08每根附加吊筋承受集中荷载能力吊筋直径1012141618202225Ⅱ级钢筋45o 49.667.588.2111.6137.7166.6215.260o 60.782.6108.0136.7168.7204.1263.6Ⅲ级钢筋45o 57.678.3102.4129.6159.9193.4249.960o 70.495.9125.4158.7195.9237.0306.1 受弯构件正截面抗弯计算用表ξα0γ0ξα0γ00.010.0100.9950.330.2760.8350.020.0200.9900.340.2820.8300.030.0300.9850.350.2890.8250.040.0390.9800.360.2950.8200.050.0490.9750.370.3020.8150.060.0580.9700.380.3080.8100.070.0680.9650.390.3140.8050.080.0770.9600.400.3200.8000.090.0860.9550.410.3260.7950.100.0950.9500.420.3320.7900.110.1040.9450.430.3380.7850.120.1130.9400.440.3430.7800.130.1220.9350.450.3490.7750.140.1300.9300.460.3540.7700.150.1390.9250.470.3600.7650.160.1470.9200.480.3650.760ξα0γ0ξα0γ00.170.1560.9150.490.3700.7550.180.1640.9100.500.3750.7500.190.1720.9050.510.3800.7450.200.1800.9000.520.3850.7400.210.1880.8950.530.3900.7350.220.1960.8900.540.3940.7300.230.2040.885.5440.3960.7280.240.2110.8800.550.3990.7250.250.2190.875.5560.4010.7220.260.2260.8700.560.4030.7200.270.2340.8650.570.4080.7150.280.2410.8600.580.4120.7100.290.2480.8550.590.4160.7050.300.2550.8500.600.4200.7000.310.2620.8450.610.4240.6950.320.2690.840.6140.4260.693α0=ξ*(1-0.5*ξ)γ0=1-0.5*ξ