结构常用表格.doc

根据混凝土结构设计规范（GB 50010-2010）附录A 钢筋的公称直径、公称截面面积及理论重量：钢筋的计算截面面积及理论重量表公称直径d（mm）不同根数直径的计算截面面积（mm2）单根钢筋理论重量（kg/m）123456789628.357851131421701982262550.222850.31011512012523023524024530.3951078.51572363143934715506287070.61712113.122633945256567879190410170.88814153.93084616157699231077123113851.2116201.1402603804100512061407160818091.5818254.55097631017127215271781203622902.00(2.11)20314.26289421256157018842199251328272.4722380.176011401520190022812661304134212.9825490.998214731964245429453436392744183.85(4.10)28615.8123218472463307936954310492655424.8332804.2160924133217402148265630643472386.31(6.65361017.9203630544072508961077125814391617.99401256.625133770502762837540879610053113109.87(10.34)501963.539285892785698201178413748157121767615.42(16.28注：括号内为预应力螺纹钢筋的数值。根据混凝土结构设计规范（GB 50010-2010）8.5 纵向受力钢筋的最小配筋率：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强度等级500MPa0.50强度等级400MPa0.55强度等级300MPa、335MPa0.60一侧纵向钢筋0.2受弯构件、偏心受拉、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C60以上强度等级的混凝土时，按表中规定增加0.10； 2.板类受弯构件（不包括悬臂板）的受拉钢筋，当采用强度等级400MPa、500MPa的钢筋时，其最小配筋百分率应允许采用0.15和45 ft/fy中的较大值；3.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；4.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；5.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；6.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。根据混凝土结构设计规范（GB50010-2010）8.3条，正常施工过程，普通受拉钢筋，非抗震情况下，钢筋直径为20mm计算得到，其他条件根据规范8.3条进行锚固长度的修正。纵向受拉钢筋的最小锚固长度钢筋类型混凝土强度等级C20C25C30C35C40HPB33039d34d30d28d25dHRB335HRBF33538d33d29d27d25dHRB400HRBF400RRB40046d40d35d32d29dHRB500HRBF50055d48d43d39d36d每米箍筋实配面积（mm2/m）箍筋肢数箍筋直径（mm）箍筋间距（mm）100150200双肢81006 670503101571104778512226215081131四肢82012 1340 10061031422094 1570 124524 30162262六肢8301820101509104713 31412355126786 45243393附加箍筋承受集中荷载承载力（kN）表钢筋 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)HPB300 双肢630.661.191.7122.1854.3108.5162.9217.21084.9169.6254.4339.312122.1244.3366.4488.614166.2332.5498.7665.016217.2434.3651.5868.6四肢661.1122.1183.2244.38108.5217.2325.7434.310169.6339.3508.9678.614332.5665.0997.51330.112244.3488.6732.9977.116434.3868.61302.91737.1六肢691.7183.2274.9366.48162.9325.7488.6651.510254.4508.9763.51017.912366.4732.91099.31465.714498.7997.51496.31995.016651.51302.91954.32605.8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)HRB335HRBF335 双肢633.9 67.9 101.8 135.7 860.3 120.6 181.0 241.3 1094.2 188.5 282.7 377.0 12135.7 271.4 407.2 542.9 14184.7 369.5 554.2 738.9 16241.3 482.5 723.8 965.1 四肢667.9 135.7 203.6 271.4 8120.6 241.3 361.9 482.5 10188.5 377.0 565.5 754.0 14369.5 738.9 1108.4 1477.8 12271.4 542.9 814.3 1085.7 16482.5 965.1 1447.6 1930.2 六肢6101.8 203.6 305.4 407.2 8181.0 361.9 542.9 723.8 10282.7 565.5 848.2 1131.0 12407.2 814.3 1221.5 1628.6 14554.2 1108.4 1662.5 2216.7 16723.8 1447.6 2171.5 2895.3 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)HRB400 HRBF400RRB400双肢640.7 81.4 122.1 162.9 872.4 144.8 217.1 289.5 10113.1 226.2 339.3 452.4 12162.9 325.7 488.6 651.4 14221.7 443.3 665.0 886.7 16289.5 579.1 868.6 1158.1 四肢681.4 162.9 244.3 325.7 8144.8 289.5 434.3 579.1 10226.2 452.4 678.6 904.8 14443.3 886.7 1330.0 1773.4 12325.7 651.4 977.2 1302.9 16579.1 1158.1 1737.2 2316.2 六肢6122.1 244.3 366.4 488.6 8217.1 434.3 651.4 868.6 10339.3 678.6 1017.9 1357.2 12488.6 977.2 1465.7 1954.3 14665.0 1330.0 1995.0 2660.0 16868.6 1737.2 2605.8 3474.4 附加吊筋承受集中荷载承载力（kN）表钢筋级别钢筋 直径（mm）弯起角度弯起角度45601根2根3根4根1根2根3根4根HPB300 1243.286.4129.6172.852.8105.8158.7211.51458.8117.5176.4235.272.0144.0216.0288.01676.8153.5230.3307.094.0188.1282.1376.11897.2194.3291.5388.7119.1238.0357.0476.020120.0239.9359.9479.8147.0293.8440.7587.722145.2290.3435.5580.6177.8355.5533.3711.125187.5374.9562.2749.7229.5459.1688.6918.3HRB335HRBF3351248.0 96.0 143.9 191.9 58.8 117.5 176.3 235.1 1465.3 130.6 195.9 261.2 80.0 160.0 240.0 320.0 1685.3 170.6 255.9 341.2 104.5 208.9 313.4 417.9 18108.0 215.9 323.9 431.8 132.2 264.5 396.7 528.9 20133.3 266.6 399.9 533.1 163.2 326.5 489.7 653.0 22161.3 322.6 483.8 645.1 197.5 395.0 592.6 790.1 25208.3 416.5 624.8 833.0 255.1 510.1 765.2 1020.3 HRB400HRBF400RRB4001257.6 115.2 172.7 230.3 70.5 141.0 211.6 282.1 1478.4 156.7 235.1 313.5 96.0 192.0 288.0 383.9 16102.4 204.7 307.1 409.5 125.4 250.7 376.1 501.5 18129.6 259.1 388.7 518.2 158.7 317.3 476.0 634.7 20159.9 319.9 479.8 639.8 195.9 391.8 587.7 783.6 22193.5 387.1 580.6 774.1 237.0 474.1 711.1 948.1 25249.9 499.8 749.7 999.6 306.1 612.2 918.2 1224.3 HRB500HRBF5001277.3154.7231.9309.294.7189.3284.1378.714105.2210.5315.6420.9128.9257.7386.7515.516137.4274.9412.3549.8168.3336.6505.0673.318173.9347.9521.8695.8213.0426.1639.1852.120214.7429.4644.2859.0263.1526.0789.01052.022259.8519.7779.51039.3318.3636.4954.71273.025335.6671.11006.51342.1411.0821.91232.91643.7根据混凝土结构设计规范（GB 50010-2010）4.1条：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根据混凝土结构设计规范（GB 50010-2010）8.2条：表8.2.1 混凝土保护层的最小厚度c（mm）环境类别板、墙、壳梁、柱、杆一1520二a2025二b2535三a3040三b4050注：1 混凝土强度等级不大于C25时，表中保护层厚度数值应增加5mm； 2 钢筋混凝土基础宜设置混凝土垫层，基础中钢筋的混凝土保护层厚度应从垫层顶面算起，且不应小于40mm。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为梁计算跨度框架梁纵向受拉钢筋的最小配筋百分率（%）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6-7，6指上部钢筋，7指下部钢筋 梁纵向钢筋排成一排时的最多根数（砼保护层厚25mm）梁宽（mm）钢筋直径（mm）121416182022252832364015032-32-3222221-2111803-433332-32-32221-2200443-43-43332-32222505-6554-54-543-43-432-32-33006-76-765-65-654-543-4333507-87-876-76-765-64-54-53-43-44009-108-98-97-87-86-76-75-64-54-5445010-119-109-108-98-97-97-86-75-65-64-550011-1210-1210-1110-119-108-107-97-86-75-65-655012-1412-1311-1211-1210-119-118-107-96-86-75-660013-1513-1412-1412-1311-1210-129-118-107-96-86-770016-1815-1714-1614-1513-1512-1411-139-128-107-97-880018-2017-1916-1816-1815-1714-1612-1511-139-128-108-990020-2320-2219-2118-2017-1916-1814-1712-1511-1310-129-11100023-2622-2521-2320-2219-2117-2015-1914-1712-1511-1310-12梁纵向钢筋排成一排时的最多根数（砼保护层厚30mm）梁宽（mm）钢筋直径（mm）12141618202225283236401502-32222221-2111180333332-32221-21-220043-43-43332-32-3222250554-54-5443-432-32-323006-765-65-654-54-543-4333507-87-86-76-76-75-65-64-54-53-43-44008-98-987-87-86-76-75-64-54-5445010-119-109-108-98-97-86-86-75-64-54-550011-1210-1110-119-109-108-97-96-86-75-65-655012-1311-1311-1210-1110-119-108-107-96-86-75-660013-1512-1412-1311-1311-1210-129-118-107-86-86-770015-1715-1714-1613-1513-1412-1410-139-118-107-97-880018-2017-1916-1816-1715-1714-1612-1511-139-128-108-990020-2319-2218-2118-2017-1915-1814-1712-1511-139-129-11100023-2622-2421-2320-2219-2117-2015-1914-1712-1511-1310-12梁纵向钢筋排成一排时的最多根数（砼保护层厚35mm）梁宽（mm）钢筋直径（mm）12141618202225283236401502222221-211111803332-32-32221-21-212003-433332-32-32221-225054-54-5443-43-432-32-3230065-65-6554-54-53-43-432-33507-876-76-765-65-64-543-43-44008-98-97-87-876-75-75-64-54-53-44509-109-108-98-98-97-86-86-75-64-54-550010-1210-1110-119-109-108-97-96-85-75-64-555012-1311-1211-1210-1110-119-108-107-96-85-75-660013-1512-1412-1311-1211-1210-119-118-97-86-75-770015-1715-1614-1513-1513-1412-1310-139-118-107-96-880018-2017-1916-1815-1715-1613-1612-1511-139-118-107-990020-2319-2118-2017-1917-1915-1813-1712-1510-139-128-10100022-2521-2420-2320-2219-2117-2015-1913-1712-1510-139-12梁纵向钢筋排成一排时的最多根数（砼保护层厚40mm）梁宽（mm）钢筋直径（mm）1214161820222528323640150222221-21111118032-32-3222221-211200333332-3222222504-54-54443-4332-3223005-65-65554-543-4332-335076-76-7665-64-54-53-43-434008-97-87-87-876-75-65-64-543-44509-109-108-98-987-86-75-75-64-54-550010-1210-119-109-1098-97-86-85-75-64-555011-1311-1210-1210-1110-119-108-97-86-75-75-660013-1412-1311-1311-1211-1210-118-108-97-86-75-770015-1714-1614-1513-1513-1411-1310-129-118-107-96-880017-2017-1916-1815-1715-1613-1512-1410-139-118-107-990020-2219-2118-2017-1917-1815-1713-1612-1510-139-118-10100022-2521-2420-2319-2119-2117-2015-1813-1612-1410-139-12抗震框架梁非加密区构造配箍一级抗震框架梁非加密区构造配箍（构造配箍率sv=0.035fc/fyv=nAsv/bs）梁宽C20C25C30sv=0.25%C35sv=0.292%C40sv=0.325%200210200210200210200250210200210200210150300210200210150210150350410200410200410200400410200410200410200450410200410200410200500410200410200412200550410200412200412200600410200412200412200二级抗震框架梁非加密区构造配箍（构造配箍率sv=0.035fc/fyv=nAsv/bs）梁宽C20sv=0.143%C25sv=0.179%C30sv=0.214%C35sv=0.25%C40sv=0.279%20028200282002820028200210200250282002820021020021020021020030028200210200210200210200210150350482004820048200482004820040048200482004820048200482004504820048200482004102004102005004820048200410200410200410200550482004820041020041020041020060048200410200410200410200412200三级抗震框架梁非加密区构造配箍（构造配箍率sv=0.035fc/fyv=nAsv/bs）梁宽C20sv=0.12%C25sv=0.149%C30sv=0.179%C35sv=0.208%C40sv=0.232%2002820028200282002820021020025028200282002820021020021020030028200282002102002102002102003504820048200482004820048200400482004820048200482004820045048200482004820048200410200500482004820041020041020041020055048200482004102004102004102006004820048200410200410200410200抗震等级框架梁箍筋（mm）加密区长度（取较大值）最大间距最小直径一2.0hb，500hb/4、6d、10010二1.5hb，500hb/4、8d、1008三1.5hb，500hb/4、8d、1508四1.5hb，500hb/4、8d、1506注：d为纵向钢筋直径，hb为梁截面高度。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为板短边跨度每米板宽内钢筋截面面积表（mm2）钢筋间距（mm）钢筋直径（mm）681012141618202225283270404718112216162199287236354488543070128796114898035362898214141924251331813927475261367697100539031455987312571710223428273491422454546842893610028350378511311539201125443142380149096153804311025745771410281399182823132856345644625598731112023641965594212831676212126183168409151316702130217387604870118415471957241739244776473761871402023595618081099143618182244271535064398574515018833552475410261340169620942534327241055362160177314491707962125715901963237630683848502717016629646266590511831496184822362888361947311801572794366288551117141417452112272734214468190149265413595810105813391653200125843241423320014125139356577010051272157119012454307940212501132013144526168041018125715211963246332173009416826237751367084810471267163620532681混凝土板每米最小配筋面积（mm2）HRB335板厚（mm）C20（0.2%）C25（0.2%）C30（0.215%）C35（0.236%）80160160172188100200200215236120240240257283130260260279306150300300322353180360360386424HRB400板厚（mm）C20（0.2%）C25（0.2%）C30（0.2%）C35（0.2%）80160160160160100200200200200120240240240240130260260260260150300300300300180360360360360注：按最小配筋率计算的最小配筋面积，最小配筋率取0.45ft/fy与0.2%较大值。根据混凝土结构设计规范（GB 50010-2010）表11.4.12-1：柱全部纵向受力钢筋最小配筋百分率（%）柱类型抗震等级一二三四中柱、边柱0.9（1.0）0.7（0.8）0.6（0.7）0.5（0.6）角柱、框支柱1.10.90.80.7注：1表中括号内数值用于框架结构的柱；2 采用335MPa级、400MPa级纵向受力钢筋时，应分别按表中数值增加0.1和0.05采用；3 当混凝土强度等级为C60以上时，应按表中数值增加0.1采用。柱纵向钢筋排成一排时的最多根数（砼保护层厚30mm）柱宽（mm）钢筋直径（mm）121416182022252832364020032222222222250333333332223004444443333335055554444433400665555554444507666665555450077777666555550888777766666009988887776665010109998887767001110101099988877501111111010109998880012121111111010109988501313121212111110109990014131313121211111010910001515151414131312121111柱纵向钢筋排成一排时的最多根数（砼保护层厚35mm）柱宽（mm）钢筋直径（mm）12141618202225283236402002222222222225033333332222300444443333333505554444443340065555554444450666665555545007777666655555088877776665600998888777666501099998887777001010101099988777501111111010109988880012121111111010109988501312121211111110109990014131312121211111010910001515141414131312111110柱纵向钢筋排成一排时的最多根数（砼保护层厚40mm）柱宽（mm）钢筋直径（mm）121416182022252832364020022222222211250333333222223004443333333335055444444333400555555444444506666655554450077766666555550887777666656009888877766665010999888777670010101099988877750111110101010998888001212111111101099888501312121211111010109990014131312121211111010910001515141413131212111110柱纵向钢筋排成一排时的最多根数