新規(guī)范最全構造配筋表

1、混凝土強度設計值（N/mm2）強度種類混 凝 土 強 度 等 級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混凝土強度標準值（N/mm2） 強度種類符號混 凝 土 強 度 等 級C7.5C10C15C20C25C30C35C40C45C50C55C60軸心抗壓fck56.7 10 13.5 17 20 2

2、3.5 27 29.5 32 34 36 彎曲抗壓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  縱向受力鋼筋混凝土保護層最小厚度（mm）環(huán)境類別板、墻、殼梁、柱、桿柱C20C25C45C50C20C25C45C50C20C25C45C50一201515252020二a252020302525b302520403530三353025454035注：基礎中縱向受力鋼筋的混凝土保護層厚度不應小于40mm，當無墊層時

3、不應小于70mm?，F(xiàn)澆鋼筋混凝土房屋適用最大高度（m）結構體系抗 震 設 防 烈 度6789框  架 60554525框架抗剪震分框支抗震墻12010080不應采用框架核心中柱抗震墻403530不應采用注：1.房屋高度指室外地面到主要屋面板板頂?shù)母叨龋ú话ň植客怀鑫蓓敳糠郑?.框架核心筒結構指周邊稀柱框架與核心筒組成的結構；3.部分框支抗震墻結構指首層或底部兩層框支抗震墻結構；4.乙類建筑可按本地區(qū)抗震設防烈度確定適用的最大高度；5.超過表內(nèi)高度的房屋，應進行專門研究和論證，采

4、取有效的加強措施。鋼筋的計算截面面積及公稱質量表直徑d（mm）不同根數(shù)直徑的計算截面面積（mm2）單根鋼筋公稱質量（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 101106

5、157226308 151158236339462 201211314452616 251264393565770 302317471679924 3523705507921078 4024226289051232 45247570710181385 0.3950.4150.6170.8881.208 1618202225201.1254.5314.2380.1490.9402509628760982 60376394211401473 8041018125715211963 10051272157119012454 12061527188522812945 14071781219926613

6、436 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 每米板寬內(nèi)的鋼筋截面面積表 鋼筋間距（mm）當鋼筋直徑（mm）為下列數(shù)值時的

7、鋼筋截面面積（mm2）44.5568101214161820222570758090100180168157140126227212199177159280262245218196404377353314283718670628559503112210479828737851616150814141257113121992053192417101539287226812513223420113635339331812827254544884189392734913142543050684752422438017012654561365454490911012012513014015011410

8、510197908414513312712211410617816415715114013125723622621720218845741940238735933571465462860456152410289429058708087541399128312321184110010261828167616081547143613402313212120361957181816962856261825132417224420943456316830412924271525344462409139273776350632721601701751801902007974727066639994918

9、884801231151121091039817716616215714914131429628727926525149146244943641339270766564662859556596290688085581077012571183114911171058100515901497145414141339127219631848179517451653157123762236217221122001190130682887280527272584245425030050426453796511394201168314262452377616513804670101884812571047

10、1521126719631636鋼筋間距44.55681012141618202225  混凝土板每m最小配筋率配筋面積級鋼（最小配箍率取0.45ft/fc與0.2%取較大值）板厚C20（0.236%）C25（0.272%）C30（0.306%）C35（0.336%）80189218245269100236272306336120283326367403130307354398437150354408459504180425489551605混凝土板每m最小配筋率配筋面積級鋼板厚C20（0.2%）C25（0.2%）C30（0.215%）C35（0.236%）80160160

11、172189100200200215236120240240258283130260260280307150300300323354180360360387425混凝土板每m最小配筋率配筋面積級鋼板厚C20（0.2%）C25（0.2%）C30（0.2%）C35（0.2%）80160160160160100200200200200120240240240240130260260260260150300300300300180360360360360梁 內(nèi) 鋼 筋 排 成 一 排 時的 鋼 筋 最 多 根 數(shù)梁寬（mm）2002503003504004505006007008009001000鋼筋

12、直徑1245          1445          16455-66        1844-55-66-77       20345-66-77-88-99-1011-1213-1515-1717-1919-2122345677-98-10

13、10-1212-1414-1616-1817-202533-44-55-66-77-87-99-1111-1313-1514-1715-1928   4-55-66-77-88-109-1211-1312-1514-1732       7-98-1010-1211-1312-15梁受集中荷載時的附加箍筋附加箍筋承受集中荷載承載力表F （kN）鋼筋級別箍 筋箍  筋  個  數(shù)肢數(shù)直徑(mm)每側 1 個(共 2 個)每側 2 個(共 4 個)每側 3 個(共 6

14、個)每側 4 個(共 8 個)HPB235(級)雙肢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(級)雙肢633.967.9101.8135.7860.3120.6181.0241.31094.2188.5282.7

15、377.012135.7271.4407.2542.914184.7369.5554.2738.9四肢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載能力吊筋直徑1012141618202225級鋼筋45o23.333.645.759.775.693.3112.9145.860o28.641.156.073.192.6114.3138.3178.5級鋼筋45o48.065.385.3108.0133.

16、3161.3208.360o58.880.0104.5132.2163.2197.5255.1級鋼筋45o57.678.3102.4129.6159.9193.4249.960o70.495.9125.4158.7195.9237.0306.1梁受集中荷載時的附加吊筋附加吊筋承受集中荷載承載力表F （kN）鋼筋級別鋼筋直徑(mm)彎  起  角  度45°60°1 根2 根3 根4 根1 根2 根3 根4 根HPB235 (級)1233.667.2100.8134.441.182.3123.4164.51445.791.4137.2182.95

17、6.0112.0168.0224.01659.7119.4179.1238.873.1146.3219.4292.51875.6151.1226.7302.392.6185.1277.7370.22093.3186.6279.9373.2114.3228.5342.8457.122112.9225.8338.7451.6138.3276.5414.8553.125145.8291.6437.3583.1178.5357.1535.6714.2鋼筋級別鋼筋直徑(mm)彎  起  角  度45°60°1 根2 根3 根4 根1 根2 根3 根4 根

18、HRB335 (級)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

19、米箍筋實配面積箍 筋折算為 I級鋼的面積cm2箍 筋折算為 I級鋼的面積cm2282005.034810020.12102007.8541010031.4281506.741210077.5521015010.466820015482007.8561020023.541020015.76810030.141220038.7761010040.7鋼筋混凝土結構構件中縱向受力鋼筋的最小配筋百分率（%）受 力 類 型最小配筋百分率受壓構件全部縱向鋼筋0.6一側縱向鋼筋0.2受彎構件、偏心構件、軸心受拉構件一側的受拉鋼筋0.2和45ft/fy中的較大值注：1.受壓構件全部縱向鋼筋最小配筋百分率，當采用

20、HRB400級、RRB400級鋼筋時，應按表中規(guī)定減小0.1；當混凝土強度等級為C60及以上時，應按表中規(guī)定增大0.1；2.偏心受拉構件中的受壓鋼筋，應按受壓構件一側縱向鋼筋考慮；3.受壓構件的全部縱向鋼筋和一側縱向鋼筋的配筋率以及軸心受拉構件和小偏心受拉構件一側受拉鋼筋的配筋率應按構件的全截面面積計算；受彎構件、大偏心受拉構件一側受拉鋼筋的配筋率應按全截面面積和扣除壓翼緣面積（bf-b）hf后的截面面積計算；4.當鋼筋沿構件截面周遍布置時，“一側縱向鋼筋”系指沿受力方向兩個對邊中的一邊布置的縱向鋼筋?？蚣苤靠v向受力鋼筋最小配筋百分率（%）類  別抗震等級一二三四中柱和邊柱1.0

21、0.80.70.6角柱、框支柱1.21.00.90.8注：采用HRB400級熱軋鋼筋時應允許減少0.1，混凝土強度等級高于C60時應增加0.1。 框架梁縱向受拉鋼筋的最小配筋白分率（%）抗震等級梁 中 位 置支  座跨  中一    級0.4和80ft/fy中的較大值0.3和65ft/fy中的較大值二    級0.3和65ft/fy中的較大值0.25和55ft/fy中的較大值三、四級0.25和55ft/fy中的較大值0.2和45ft/fy中的較大值 柱箍筋加密區(qū)的箍筋最小配箍特征值（=fc/fw

22、）抗震等級箍 筋 形 式軸 壓 比0.30.40.50.60.70.80.91.01.05一普通箍、復合箍0.100.110.130.150.170.200.23螺旋箍、復合或連續(xù)復合矩形螺旋箍0.080.090.110.130.150.180.21二普通箍、復合箍0.080.090.110.130.150.170.190.220.24螺旋箍、復合或連續(xù)復合矩形螺旋箍0.060.070.090.110.130.150.170.200.22三普通箍、復合箍0.060.070.090.110.130.150.170.200.22螺旋箍、復合或連續(xù)復合矩形螺旋箍0.050.060.070.090.1

23、10.130.150.170.20注：1.普通箍指單個矩形箍和單個圓形箍；復合箍指矩形、多邊形、圓形箍或拉筋組成的箍筋；符合螺旋箍指由螺旋箍與矩形、多邊形、圓形箍或拉筋組成的箍筋；連續(xù)復合矩形螺旋箍指全部螺旋箍為同一根鋼筋加工而成的鋼筋；2.框支柱宜采用復合螺旋或井字復合箍，其最小配箍特征值應比表內(nèi)數(shù)值增加0.02，且體積配箍率不應小于1.5%；3.剪跨比不大于2的柱宜采用復合螺旋箍或井字復合箍，其體積配箍率不應小于1.2%，9度時不應小于1.5%；4.計算復合螺旋箍的體積配筋率時，其非螺旋箍的箍筋體積應乘以換算系數(shù)0.8。一級抗震框架梁非加密區(qū)構造配箍（構造配箍率sv=0.3ft/fyv=n

24、·Asv/b·s）梁寬C20C25C30sv=0.204%C35sv=0.224%C40sv=0.244%200  282002820028200250  210200210200210200300  210200210200210200350  21020021020048200400  482004820048200450  48200410150410200500  210150410200410200550  

25、;410200410200410200600  410200410200410200二級抗震框架梁非加密區(qū)構造配箍（構造配箍率sv=0.28ft/fyv=n·Asv/b·s）梁寬C20sv=0.147%C25sv=0.169%C30sv=0.191%C35sv=0.209%C40sv=0.228%20028200282002820028200282002502820028200282002102002102003002820021020021020021020021020035021020021020021020021020048200400210200

26、210200210200482004820045021020021020048200482002101505002102004820048200210150410200550482004820041020041020041020060048200210150410200410200410200三級抗震框架梁非加密區(qū)構造配箍（構造配箍率sv=0.26ft/fyv=n·Asv/b·s）梁寬C20sv=0.136%C25sv=0.159%C30sv=0.177%C35sv=0.194%C40sv=0.212%200282002820028200282002820025028200

27、2820028200282002102003002820028200210200210200210200350282002102002102002102002102004002102002102002102002102002820045021020021020048200482004820050021020048200482004820041020055021020048200482002101504102006004820048200210150210150410200框架柱每側縱向受力鋼筋最大根數(shù)        

28、;    柱寬鋼筋直徑35040045050055060065070075080018455678    2045567789101022445667899102544566789910 縱向受拉鋼筋的最小錨固長度鋼筋類型混凝土強度等級C20C25C30C35C40HPB235（級鋼筋）31d27d24d22d20dHRB335（級鋼筋）39d34d30d27d25dHRB400（級鋼筋）46d40d36d33d30d300450寬框架梁受扭鋼筋配筋方法250<梁高450450<梁高650650<

29、梁高850850<梁高1050框架柱、框架梁加密區(qū)箍筋間距及直徑抗震等級框架柱箍筋（mm）框架梁箍筋（mm）最大間距最小直徑最大間距最小直徑一6d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支撐情況連 續(xù)簡 支單向板1/401/35雙向板1/451/40懸臂板1/12 無梁樓蓋有柱帽1/35 無柱帽1/30 注：h為板厚度，l為板短邊

30、跨度。 估算梁截面（高跨比h/l）支撐情況連 續(xù)簡 支懸 臂整體肋型梁主梁1/151/121/6次梁1/251/201/8獨立梁1/151/121/6注：h為梁高度，l為梁計算跨度 粱的最大高跨比l0/h值(gk+qk)/L0kN/m2簡支粱連續(xù)梁懸臂粱矩 形T 型矩 形T 型矩 形T 型0.250.5012346211816151413 22191716151514242118161615 2522201817171610987   1110988   框架柱的截面框架柱的界面形式一般采用矩形

31、、方形、圓形或多邊形等。截面寬度和高度：非抗震設計時均不宜小于250mm，抗震設計時均不宜小于300mm；圓柱截面直徑及多邊形截面的內(nèi)切圓直徑不宜小于350mm；錯層處框架柱的截面高度不小于600mm。截面高度與寬度的比值不宜大于3?？蚣苤慕孛嬉藵M足L0/bc30；L0/hc25；（L0為柱的計算長度；bc, hc分別為柱截面寬度和高度）?？蚣苤募艨绫纫舜笥?。 地震作用下彈性層間位移角的限值結 構 類 型e鋼筋混凝土框架1/550鋼筋混凝土框架-抗震墻板柱抗震墻、框架核心筒1/800鋼筋混凝土抗震墻、筒中筒1/1000鋼筋混凝土框支層1/1000多、高層鋼結構1/300受彎構件

32、允許撓度構件類型允許撓度吊車梁手動吊車L0/500電動吊車L0/600屋蓋、樓蓋、樓梯構件L07mL0/200（L0/250）7mL09mL0/250（L0/300）L09mL0/300（L0/400）注：計算懸臂構件的允許撓度值時，其計算跨度L0按實際懸臂長度的2倍取用。 伸縮縫的最大間距(m)結構類型施工方法室  內(nèi)露  天排架結構裝 配10070框架結構裝 配7550現(xiàn) 澆5535剪力墻結構裝 配6540現(xiàn) 澆4530擋土墻地下室墻裝 配4030現(xiàn) 澆3020A級高度高層建筑高寬比的限值結構類型非抗震設計抗震設防烈度6789框架、板柱、剪力墻54432框架剪

33、力墻55543剪力墻66654筒中筒、框架核心筒66654 墻體自重表類別墻厚(mm)自  重  kN/m2備 注無粉刷單面粉刷雙 面 粉 刷實心磚墻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空斗磚墻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無眠空斗空心磚墻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2