1、剪剪力力墻墻構構造造要要求求項目抗震設計 非抗震設計 備注一級 二級 三級 四級 一般剪力墻混凝土強度 C20 C20筒體、短肢墻C25最小墻厚底部加強區H/16和200mmH/20和160mmH/25和160mm1、(一、二級)一字型剪力墻底部H/12，其他部位H/15和180mm。 2、電梯井、管道井160mm非底部加強區H/20和160mmH/25和160mm截面要求當2.5時V0.2fcbho/RE，當2.5時V0.15fcbho/REV0.25fcbho底部加強區軸壓比 0.4(9度),0.50.60.7*0.8*三、四級為推理結果，非規范要求。約束邊緣沿墻肢方向長度lc暗柱0.25

2、hw(9度),0.20hw0.20hwlc為表中數值、1.5bw、450mm、翼墻或端柱截面高度+300mm的較大值翼墻、端柱0.20hw(9度),0.15hw0.15hw體積配箍率配箍特征值v0.200.200.200.200.20vv.fc/fyv混凝土等級C25C30C35C40C45HPB2351.13%1.36%1.59%1.82%2.01%HRB3350.79%0.95%1.11%1.27%1.41%HRB4000.66%0.79%0.93%1.06%1.17%底部加強最小縱筋1.2%和6161.0%和6141、端部412，拉筋6250箍筋最小直徑8mm8mm箍筋最大間距100mm

3、150mm其他部位最小縱筋箍筋最小直徑箍筋最大間距構造邊緣配箍特征值vvv.fc/fyv底部加強最小縱筋0.5%和4120.5%和412箍筋最小直徑6mm6mm箍筋最大間距150mm200mm其他部位最小縱筋0.8%和6140.6%和6120.4%和4120.4%和412箍筋最小直徑8mm8mm6mm6mm箍筋最大間距150mm200mm200mm250mm分布筋最小配筋率0.25%0.2%0.2%1、頂層和長矩形平面的樓梯間、電梯間、端開間縱向剪力墻、端山墻0.25%,s200mm。2、bw400雙排配筋,400bw700三排配筋。3、拉筋6,s600mm最小直徑8mm8mm最大間距300m

4、m300mm框支剪力墻構造邊緣體積配箍率配箍特征值v0.100.100.100.100.10vv.fc/fyv混凝土等級C25C30C35C40C45HPB2350.57%0.68%0.80%0.91%1.00%HRB3350.40%0.48%0.56%0.64%0.70%HRB4000.33%0.40%0.46%0.53%0.59%底部加強最小縱筋1.2%和6161.0%和6140.5%和4120.5%和4121、底部3層及以上，落地剪力墻抗震等級提高一級。2.落地剪力墻間距：底部12層L24m和1.5B,底部3層及以上L20m和2B箍筋最小直徑8mm8mm6mm6mm箍筋最大間距100mm

5、150mm150mm200mm其他部位最小縱筋1.0%和6140.8%和6120.5%和4120.5%和412箍筋最小直徑8mm8mm6mm6mm箍筋最大間距150mm200mm200mm250mm分布筋最小配筋率底部加強0.30%0.25%框支剪力墻結構,抗震設計應設置約束邊緣構件(即使三級)其他部位0.25%0.2%0.2%最小直徑8mm8mm最大間距200mm300mm短肢剪力墻最小墻厚200mm200mm軸壓比 一般短肢墻0.50.60.7一字短肢墻0.40.50.6全截面配筋率底部加強1.2%短肢剪力墻抗震等級提高一級其他部位1.0%弱短肢墻軸壓比 一般短肢墻0.40.50.63hw

6、/bw5一字短肢墻0.30.40.5全截面配筋率底部加強1.2%1、箍筋全高加密。2、hw/bw2b、h250mmV0.2fcbho/REV0.25fcbho軸壓比框架結構0.700.800.901、C65C70數值-0.05，C75C80數值-0.10。2、1.52數值-0.05，1.5專門研究。3、全高12100數值+0.10。4、芯柱+0.05(As0.8%bh)框剪結構0.750.850.95框支柱 0.600.70縱向鋼筋最大配筋率 5%6%1、一級短柱單側受拉鋼筋1.2% 最小配筋率中柱、邊柱 1.0%0.8%0.7%0.6%0.6%1、每側0.2%。2、類場地數值+0.10。3、

7、C60數值+0.10。4、HRB400數值-0.1。5、邊柱、角柱、剪力墻端柱，地震組合小偏拉時增加25%角柱 1.2%1.0%0.9%0.8%0.6%框支柱 1.2%1.0%0.8%鋼筋最大間距 截面尺寸400時，200mm 350mm 1、鋼筋凈距50mm 箍筋一般要求封閉式、135彎鉤、直線段10do和75mm的大值封閉式1、每邊柱筋多于3根,應設復合箍筋或拉筋(非抗震)加密區加密區范圍 1、h(D)、Hn/6、500mm中的最大值無加密要求 1、短柱全高加密。2、一、二級角柱全高加密2、底層柱柱根以上Hn/33、底層剛性地面上、下500mm最大間距(取小值) 6d,100mm 8d,1

8、00mm 8d,150mm(柱根100)8d,150mm(柱根100)400mm,b,15d1、3.0%,s10dmin和200mm(非抗震)最小直徑(取大值) 10mm 8mm 8mm 6mm(柱根8)dmax/4,6mm1、3.0%,d8mm(非抗震)箍筋肢距200mm250mm和20d0的較大值300mm1、每隔一根縱筋有箍筋約束最小體積配箍率 0.80%0.60%0.40%0.40%1、短柱v1.2%2、9度短柱v1.5%混凝土C35C40C45vv.fc/fyv(注：按v=0.17計算,fcC35,fyv360)HPB2351.35%1.55%1.70%HRB3350.95%1.08

9、%1.20%非加密區 體積配箍率 加密區箍筋量的50% 最大間距 10d10d15d15d1、間距不大于加密區的2倍節點區最小直徑同加密區1、應設置水平箍筋。2、短柱配箍特征值不宜小于上下柱端特征值的較大值最大間距 250mm配箍特征值0.120.10.08體積配箍率0.6%0.5%0.4%框支柱混凝土強度 C30 C309度C60，8度C70截面尺寸b450mm,hL/12b400mm,hL/15V0.15fcbho/REV0.20fcbho軸壓比0.600.70縱向鋼筋最大配筋率 4%1、底部3層及以上，框支柱抗震等級提高一級。2、在上部墻體范圍內的縱向鋼筋深入上部墻體一層，其余柱筋錨入梁

10、板內最小配筋率 1.2%1.0%0.8%鋼筋最大間距 200mm 250mm,80mm箍筋全高加密最大間距(取小值) 6d,100mm 150mmsv=(n1.Asv1.l1+n2.Asv2.l2)/Acor其中v+0.02最小直徑(取大值) 10mm 10mm體積配箍率1.5%注1、do表示箍筋直徑，d表示縱筋直徑框框支支柱柱最最小小配配筋筋率率項目最小配筋率縱筋抗震等級柱寬700800900100011001200130014001500備注柱高700800900100011001200130014001500一級(HRB335)1.2%58807680972012000145201728

11、0202802352027000As=sv.bh12251625 2025252530253625422548255625一級(HRB400)1.1%53907040891011000133101584018590215602475011251525 1925232528253325382544255025二級(HRB335)1.0%49006400810010000121001440016900196002250010251425 1725212525253025352540254625二級(HRB400)0.9%441057607290900010890129601521017640202

12、509251225 1525192523252725312536254225箍筋直徑抗震等級柱寬700800900100011001200130014001500備注柱高700800900100011001200130014001500113.0mm2441.41%1.22%1.08%0.96%0.87%0.79%0.73%0.67%0.63%c=3012551.77%1.53%1.35%1.20%1.09%0.99%0.91%0.84%0.79%sv=(n1.l1+n2.l2)*Asv1/Acor其中s=100mmsv1.5%662.12%1.83%1.61%1.44%1.30%1.19%1

13、.09%1.01%0.94%772.47%2.14%1.88%1.68%1.52%1.39%1.28%1.18%1.10%882.83%2.44%2.15%1.92%1.74%1.59%1.46%1.35%1.26%993.18%2.75%2.42%2.16%1.96%1.78%1.64%1.52%1.41%10103.53%3.06%2.69%2.41%2.17%1.98%1.82%1.69%1.57%11113.89%3.36%2.96%2.65%2.39%2.18%2.01%1.86%1.73%12124.24%3.67%3.23%2.89%2.61%2.38%2.19%2.02%1.8

14、8%框框架架梁梁構構造造要要求求項目抗震設計 非抗震設計 備注一級 二級 三級 四級 框架梁混凝土強度 C30 現澆:C20 現澆:C20C40截面尺寸一般梁hL/10L/18,Ln/h4,h/b4,b200mm主梁:L/10L/15,V0.2fcbho/REV0.25fcbho連續梁:L/12L/18,簡支梁:L/8L/12,扁梁bb2bc,bbbc+hb,hb16d扁梁:L/15L/18,井字梁:L/15L/20相對受壓區高度0.250.35偏心距ebc/4梁端底筋/面筋As/As0.50.3縱向鋼筋最大配筋率 2.5%縱向鋼筋不應和箍筋焊接最小配筋支座0.40和80ft/fy0.30和6

15、5ft/fy0.25和55ft/fy0.2%和45ft/fy的較大值跨中0.30和65ft/fy0.25和55ft/fy0.20和45ft/fy通長鋼筋（頂面底面）414和Asmax/4412箍筋一般要求封閉式、135彎鉤、直線段10do和75mm面積配箍率(全長)0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv加密區加密區范圍 (取大值)2h,5001.5h,5001.5h,5001.5h,500無特殊加密要求 2%，最小直徑加大一級。最大間距(取小值) h/4,6d,100mm h/4,8d,100mm h/4,8d,150mmh/4,8d,150mmh80

16、0,d8mm最小直徑(取大值)10mm 8mm 8mm 6mm箍筋肢距200mm和20do的較大值250mm和20d0的較大值300mm非抗震 梁高hb300300hb500500800當配有計算受壓鋼筋,箍筋直徑不小于0.25最大受壓鋼筋直徑，箍筋間距15d和400mm，當b400且受壓鋼筋3根(b400且受壓鋼筋4根)時應設置復合箍筋箍筋最大間距 v0.7ftbho150200250300v0.7ftbho200300350400框支梁混凝土強度 C30 C30截面尺寸b400mm,bbc,b2hw,hL/6,hL/8V0.15fcbho/REV0.20fcbho縱向鋼筋最小配筋率0.5%

17、0.4%0.3%偏拉時，上部支座負筋50%拉通。箍筋全高加密最大間距(取小值)100mm v=n.Asv/b.s最小直徑(取大值)10mm 面積配箍率1.2ft/fyv1.1ft/fyv0.9ft/fyv連梁截面要求當L/h2.5時V0.2fcbho/RE,當L/h2.5時V0.15fcbho/REV0.25fcbho腰筋墻體水平分布筋作為墻體腰筋1、梁高700mm,腰筋10200。2、當L/h2.5,腰筋面積As0.003bh箍筋加密區加密區范圍 全長加密全長6150頂層伸入墻內箍筋間距150mm最大間距(取小值) h/4,6d,100mm h/4,8d,100mm h/4,8d,150mm

18、h/4,8d,150mm最小直徑(取大值)10mm 8mm 8mm 6mm注1、do表示箍筋直徑，d表示縱筋直徑框框支支梁梁最最小小配配筋筋率率項目最小配筋率備注框支梁抗震等級混凝土強度混凝土強度C20C25C30C35C40C45fc9.611.914.316.719.121.1ft1.101.271.431.571.711.80箍筋一級1.20ft/fyvHPB2352100.63%0.73%0.82%0.90%0.98%1.03%sv=n.Asv1/b.sAsv1=sv.b.s/nHRB3353000.44%0.51%0.57%0.63%0.68%0.72%二級1.10ft/fyHPB2

19、352100.58%0.67%0.75%0.82%0.90%0.94%HRB3353000.40%0.47%0.52%0.58%0.63%0.66%非抗震0.90ft/fyHPB2352100.47%0.54%0.61%0.67%0.73%0.77%HRB3353000.33%0.38%0.43%0.47%0.51%0.54%梁寬5006007008009001000120014001600備注n肢箍箍筋直徑4100.63%0.52%0.45%0.39%0.35%0.31%0.26%0.22%0.20%sv=n.Asv1/b.s其中s=100mm120.90%0.75%0.65%0.57%0.

20、50%0.45%0.38%0.32%0.28%6100.94%0.79%0.67%0.59%0.52%0.47%0.39%0.34%0.29%121.36%1.13%0.97%0.85%0.75%0.68%0.57%0.48%0.42%8101.26%1.05%0.90%0.79%0.70%0.63%0.52%0.45%0.39%121.81%1.51%1.29%1.13%1.00%0.90%0.75%0.65%0.57%10101.57%1.31%1.12%0.98%0.87%0.79%0.65%0.56%0.49%122.26%1.88%1.61%1.41%1.26%1.13%0.94%0

21、.81%0.71%通長負筋抗震等級梁寬50050060060060080080010001200備注梁高120015001200150018001500180018001800一級0.5%3000375036004500540060007200900010800As=sv.bh725825825102511251325152519252225二級0.4%2400300028803600432048005760720086405257256258259251025122515251825非抗震0.3%180022502160270032403600432054006480425525525625

22、72582592511251425一排鋼筋梁寬5006007008009001000120014001600257/99/1111/1313/1514/1715/19287/88/109/1211/1312/1514/17326/77/98/1010/1211/1312/15框框架架梁梁( (框框支支梁梁) )最最小小配配筋筋率率項目最小配筋率備注構件抗震等級混凝土強度混凝土強度C20C25C30C35C40C45fc9.611.914.316.719.121.1ft1.101.271.431.571.711.80框架梁縱筋一級0.4%和80ft/fy較大值=As/b.hHRB3353000.

23、4000.4000.4000.4190.4560.480HRB4003600.4000.4000.4000.4000.4000.400二級0.3%和65ft/fy較大值HRB3353000.3000.3000.3100.3400.3710.390HRB4003600.3000.3000.3000.3000.3090.325三級0.25%和55ft/fy較大值HRB3353000.2500.2500.2620.2880.3140.330HRB4003600.2500.2500.2500.2500.2610.275四級0.2%和45ft/fy較大值HRB3353000.2000.2000.2150

24、.2360.2570.270HRB4003600.2000.2000.2000.2000.2140.225框架梁箍筋一級0.30ft/fyvHPB2352100.157%0.181%0.204%0.224%0.244%0.257%sv=n.Asv/b.sAsv=sv.b.s/nHRB3353000.110%0.127%0.143%0.157%0.171%0.180%二級0.28ft/fyHPB2352100.147%0.169%0.191%0.209%0.228%0.240%HRB3353000.103%0.119%0.133%0.147%0.160%0.168%三、四級0.26ft/fyHP

25、B2352100.136%0.157%0.177%0.194%0.212%0.223%HRB3353000.095%0.110%0.124%0.136%0.148%0.156%非抗震0.24ft/fyHPB2352100.126%0.145%0.163%0.179%0.195%0.206%HRB3353000.088%0.102%0.114%0.126%0.137%0.144%框支梁箍筋一級1.20ft/fyvHPB2352100.629%0.726%0.817%0.897%0.977%1.029%sv=n.Asv/b.sAsv=sv.b.s/nHRB3353000.440%0.508%0.5

26、72%0.628%0.684%0.720%二級1.10ft/fyHPB2352100.576%0.665%0.749%0.822%0.896%0.943%HRB3353000.403%0.466%0.524%0.576%0.627%0.660%非抗震0.90ft/fyHPB2352100.471%0.544%0.613%0.673%0.733%0.771%HRB3353000.330%0.381%0.429%0.471%0.513%0.540%框框架架梁梁單位尺寸控制配筋率2.0%備注cm2梁高400500600700800900100011001600170018002000梁寬220016

27、.020.024.028.032.036.040.044.064.068.072.080.0梁梁配配筋筋率率大大于于2%2%，箍箍筋筋直直徑徑提提高高一一級級25020.025.030.035.040.045.050.055.080.085.090.0100.030024.030.036.042.048.054.060.066.096.0102.0108.0120.035028.035.042.049.056.063.070.077.0112.0119.0126.0140.040032.040.048.056.064.072.080.088.0128.0136.0144.0160.045036

28、.045.054.063.072.081.090.099.0144.0153.0162.0180.090072.090.0108.0126.0144.0162.0180.0198.0288.0306.0324.0360.0100080.0100.0120.0140.0160.0180.0200.0220.0320.0340.0360.0400.0單位尺寸最大配筋率2.5%cm2梁高400500600700800900100011001600170018002000梁寬2.520020.025.030.035.040.045.050.055.080.085.090.0100.0梁梁配配筋筋率率不

29、不應應大大于于2 2.5.5% %25025.031.337.543.850.056.362.568.8100.0106.3112.5125.030030.037.545.052.560.067.575.082.5120.0127.5135.0150.035035.043.852.561.370.078.887.596.3140.0148.8157.5175.040040.050.060.070.080.090.0100.0110.0160.0170.0180.0200.045045.056.367.578.890.0101.3112.5123.8180.0191.3202.5225.0900

30、90.0112.5135.0157.5180.0202.5225.0247.5360.0382.5405.0450.01000100.0125.0150.0175.0200.0225.0250.0275.0400.0425.0450.0500.0樓樓板板配配筋筋項目最小配筋率混凝土強度等級板厚備注混凝土強度板厚C20C25C30C35C40C450.2%和45ft/fy較大值HPB2352100.2360.2720.3060.3360.3660.386HRB3353000.2000.2000.2150.2360.2570.270HRB4003600.2000.2000.2000.2000.21

31、40.225鋼筋直徑81010/121212/141414/161618202225100503785958113113351539177520112545314238014909110457714871102812141399161418282313285634564463120419655798942111312831479167621212618316840911303876047378701027118413651547195724172924377614035956168480895411001268143618182244271535061503355246397548901026

32、118313401696209425343273160314491599707834962110912571590196423763068170296462564665785906104411831497184822362888180279436532628742855986111714141745211227271902654135045957038109341058133916532001258420025139347956566877088810051272157119012454一般樓板HRB235最小配筋板厚10082108180816081408130813080.2和45ft/f

33、y的較大值1108190816081408130812081101208170815081308120811081001308160814081208110810081001408150813081108100101501014010150814081208100890101401013016081308110810010140101301012017081208100101501013010120101101808110810010140101201011010110190811010150101301012010110101002008100101401012010110101001010

34、025010130101101010030010110一般樓板HRB335最小配筋板厚100103901039010360103301030010290100.2%和45ft/fy的較大值11010350103501033010300102701026012010320103201030010270102501024013010300103001028010250102301022014010280102801026010230102101020015010260102601024010220102001019016010240102401022010200101901018017010230

35、102301021010190101801017018010210102101020010180101701016019010200102001019010170101601015020010190101901018010160101501014025010150101501014010130101201011030010130101301012010110101001213012350101101011010100121301212012110400121401214012130121201211012100450121201212012110121001413014120145001211

36、01211012100141301412014110基礎底板HRB335最小配筋板厚200300400500600700C25CC300.15%最小面積3004506007509001050實際配筋102601017010130101001212012100板厚8009001000110012001300最小面積120013501500165018001950實際配筋141201411014100161201611016100板厚140015001600170018002000最小面積210022502400255027003000實際配筋181201811018100201202011020

37、100樓樓板板面面積積項目最小配筋率混凝土強度等級板厚備注混凝土強度板厚C20C25C30C35C40C45fc9.611.914.316.719.121.1ft1.101.271.431.571.711.800.2%和45ft/fy較大值HPB2352100.2360.2720.3060.3360.3660.386HRB3353000.2000.2000.2150.2360.2570.270HRB4003600.2000.2000.2000.2000.2140.225鋼筋直徑81010/121212/141414/161618202225單肢面積50.378.595.8113.1133.51

38、53.9177.5201.1254.5314.2380.1490.910050378595811311335153917752011254531423801490911045771487110281214139916141828231328563456446312041965579894211131283147916762121261831684091130387604737870102711841365154719572417292437761403595616848089541100126814361818224427153506150335524639754890102611831340

39、1696209425343273160314491599707834962110912571590196423763068170296462564665785906104411831497184822362888180279436532628742855986111714141745211227271902654135045957038109341058133916532001258420025139347956566877088810051272157119012454一般樓板HRB235最小面積板厚10023627230633636638680.2和45ft/fy的較大值110259299

40、33737040342412028332736840444046313030635439843747650114033038142947151354010150354408460505550579160377435490538586617170401463521572623656180424490552606660694190448517582639696733200471544613673733771250589680766300707一般樓板HRB335最小面積板厚100200200215236257270100.2%和45ft/fy的較大值110220220236259282297120

41、240240257283308324130260260279306333351140280280300330359378150300300322353385405160320320343377410432170340340365400436459180360360386424462486190380380408447487513200400400429471513540250500500536589641675300600600644707770810123507007007518248989454008008008589421026108045090090096510601154121514

42、500100010001073117812831350基礎底板HRB335板厚200300400500600700C25CC300.15%最小面積3004506007509001050實際配筋102601017010130101001212012100板厚8009001000110012001300最小面積120013501500165018001950實際配筋141201411014100161201611016100板厚140015001600170018002000最小面積210022502400255027003000實際配筋181201811018100201202011020100

43、地下室頂板作為上部嵌固端0.25%180mm一般地下室頂板160mm轉換層樓板頂板0.25%180mm高層屋面板120mm多塔之間屋面板150mm廣東通病20條角部120mm線管集中120mm地下室頂板作為上部嵌固端0.25%180mm樓樓板板面面積積項目最小配筋率混凝土強度等級板厚備注混凝土強度板厚C20C25C30C35C40C45fc9.611.914.316.719.121.1ft1.101.271.431.571.711.80一般地下室頂板160mm轉換層樓板頂板0.25%180mm高層屋面板120mm多塔之間屋面板150mm廣東通病20條角部120mm線管集中120mm地下室頂板墻

44、墻體體荷荷載載墻體類型容重墻厚內墻外墻外墻折減系數0.8(KN/m2)內墻粉刷內墻總重(KN/m2)外墻粉刷外墻總重(KN/m2)外墻粉刷外墻總重(KN/m2)(KN/m3)100200250300(KN/m2)100200250300(KN/m2)100200250300(KN/m2)100200250300加氣砼砌塊凈高7.500.751.501.882.250.601.352.102.482.850.901.652.402.783.150.901.652.402.783.152.23.04.75.56.33.75.36.27.03.04.34.95.62.33.24.95.76.63.8

45、5.66.47.33.14.55.25.82.43.35.16.06.94.05.86.77.63.24.75.46.12.53.45.36.27.24.26.07.07.93.34.85.66.32.63.65.56.57.54.36.37.38.23.55.05.86.62.73.75.76.77.74.56.57.58.63.65.26.06.92.83.85.97.08.04.76.87.88.93.75.46.37.1砼空心砌塊凈高12.001.202.403.003.600.601.803.003.604.200.902.103.303.904.500.902.103.303.90

46、4.502.24.06.67.99.24.67.38.69.93.75.96.98.02.34.16.98.39.74.87.69.010.43.96.17.28.32.44.37.28.610.15.07.99.410.84.16.47.58.72.54.57.59.010.55.38.39.811.34.26.67.89.02.64.77.89.410.95.58.610.111.74.46.98.29.42.74.98.19.711.35.78.910.512.24.67.28.59.82.85.08.410.111.85.99.210.912.64.87.48.810.1灰砂磚凈高18

47、.001.803.604.505.400.602.404.205.106.000.902.704.505.406.300.902.704.505.406.302.25.39.311.313.26.09.911.913.94.88.09.611.12.35.69.711.813.86.310.412.514.55.08.310.011.62.45.810.112.314.46.510.813.015.25.28.710.412.12.56.010.512.815.06.811.313.515.85.49.010.812.62.66.311.013.315.67.111.714.116.45.79

48、.411.313.22.76.511.413.816.27.312.214.617.15.99.811.713.72.86.811.814.316.87.612.615.217.76.110.112.114.2頁巖磚凈高20.002.004.005.006.000.602.604.605.606.600.902.904.905.906.900.902.904.905.906.902.25.810.212.414.66.410.813.015.25.28.710.412.22.36.010.612.915.26.711.313.615.95.49.110.912.72.46.311.113.51

49、5.97.011.814.216.65.69.511.413.32.56.511.514.016.57.312.314.817.35.89.811.813.82.66.812.014.617.27.612.815.418.06.110.212.314.42.77.112.515.217.97.913.316.018.76.310.612.815.02.87.312.915.718.58.213.816.619.46.511.013.315.5樓樓面面，屋屋面面, ,衛衛生生間間恒恒載載砼容重25.0衛生間填料10.0房間衛生間屋面板厚板自重面層吊頂抹灰小計板自重面層吊頂抹灰衛生間填料(m)小計

50、衛生間填料(m)小計板自重 屋面面層吊頂抹灰小計(mm)(KN/m2)(KN/m2)(KN/m2) (KN/m2) (KN/m2) (KN/m2) (KN/m2)0.30(KN/m2)0.50(KN/m2) (KN/m2) (KN/m2) (KN/m2) (KN/m2)1002.501.000.504.02.501.000.503.007.05.009.02.503.500.506.51102.751.000.504.32.751.000.503.007.35.009.32.753.500.506.81203.001.000.504.53.001.000.503.007.55.009.53.0

51、03.500.507.01303.251.000.504.83.251.000.503.007.85.009.83.253.500.507.31403.501.000.505.03.501.000.503.008.05.0010.03.503.500.507.51503.751.000.505.33.751.000.503.008.35.0010.33.753.500.507.81604.001.000.505.54.001.000.503.008.55.0010.54.003.500.508.01704.251.000.505.84.251.000.503.008.85.0010.84.25

52、3.500.508.31804.501.000.506.04.501.000.503.009.05.0011.04.503.500.508.51904.751.000.506.34.751.000.503.009.35.0011.34.753.500.508.82005.001.000.506.55.001.000.503.009.55.0011.55.003.500.509.0最最小小伸伸縮縮縫縫寬寬度度高度15m框架結構框剪結構剪力墻結構806度703302311657度703952771988度705033522529度70720504360復復合合地地基基計計算算1、置換率 m樁徑d(

53、m)0.400等效直徑de(mm)1.470樁周長up1.256樁間距s(m)1.400樁布置方式（3/4）3樁面積Ap0.126置換率m7.40%2、單樁承載力 Ra土層12345小計樁長li(m)0.01.61.51.54.69.2側阻特征值qs24.022.018.022.035.0/端阻特征值qp700.0/總側阻0.044.233.941.4202.2321.8總端阻87.987.9總承載力Ra(KN)409.7樁體強度fcu(MPa)20.0樁身應力9.8樁身強度滿足！3、復合地基承載力 fspk樁間土折減0.85樁間土承載力特征值120.0fspk(KPa)336.04、修正復合

54、地基承載力 fa基底以上平均重度m15.0基礎埋深d(m)3.6fa(KPa)382.5備注de=1.05s(正三角)de=1.13s(正方形)m=d2/de2Ra=up*qsi*li+qp*Apfcu3*Ra/Apfspk=m*Ra/Ap+*(1-m)*fskfa=fspk+b*(b-3.0)+d*m(d-0.5)其中b=0,d=1.0復復合合地地基基計計算算抗抗拔拔樁樁計計算算計算板梁部位項目容重厚度小計項目X向間距Y向間距19.012.6寬度高度數量寬度高度自重G底板自重25.00.4010.00基礎梁0.500.9030.500.90面層20.00.306.002.02頂板自重25.0

55、0.184.50一層主梁 0.350.6010.350.60面層20.00.061.20一層次梁 0.250.5040.250.50覆土18.00.7012.601.95地下一層自重25.00.123.00二層主梁 0.350.7010.350.70面層20.00.061.20二層次梁 0.250.6010.250.60覆土0.001.07小計38.505.03浮力F抗浮水位(m)-1.00基底標高(m)-6.30計算浮力(KN)需要計算抗浮！抗拔力N抗拔力(KN)2307.2KN柱或基礎小計備注項目長度寬度高度數量4基礎3.003.000.6018.15KN/m20.142地下柱 0.500

56、.504.9020.36KN/m263.00 0.111一層柱 0.500.502.405.31KN/m213.00 0.040.2943.82KN/m2-10.00KN/m2-63.00KN/m253.00KN/m2樁數4單樁抗拔576.8KNN=1.05F-G抗抗拔拔樁樁計計算算梁Y向間距12.62.021.951.075.03-1.00-6.30需要計算抗浮！2307.2KN人人工工挖挖孔孔樁樁承承載載力力表表( (特特征征值值) )樁直徑 擴底直徑樁砼強度fc工作條件系數樁端阻力特征值樁端承載力qs1L1qs2L2qs3特征值(KN) 特征值長度特征值長度特征值800100014.30

57、.653000235540.02.130.02.155.0900120014.30.653000339140.03.030.03.055.01000130014.30.653000398040.04.230.04.255.02000300014.30.6530002119540.04.030.04.055.0備注：粘土、粉土:s=(0.8/d)1/5,p=(0.8/D)1/4。砂土、碎石土:s=(0.8/d)1/3,p=(0.8/D)1/3人人工工挖挖孔孔樁樁承承載載力力表表（極極限限值值）樁直徑 擴底直徑樁砼強度fc工作條件系數樁側阻力極限值樁端承載力qs1L1qs2L2qs3極限值(KN)

58、 極限值長度極限值長度極限值800100014.30.656000445480.02.160.02.1110.0900120014.30.656000612980.03.060.03.0110.01000130014.30.656000705080.04.260.04.2110.02000300014.30.6560003046280.04.060.04.0110.0備注：粘土、粉土:s=(0.8/d)1/5,p=(0.8/D)1/4。砂土、碎石土:s=(0.8/d)1/3,p=(0.8/D)1/3考慮修正系數0L3qs4L4qs6L6樁側承載力樁承載力樁身強度 選用承載力長度特征值長度特征值

59、長度特征值(KN) 特征值(KN)特征值特征值2.155.02.19503305373633053.055.03.015264917472847284.255.04.223746354583758374.055.04.04522257172334923349考慮修正系數1L3qs4L4qs6L6樁側承載力樁承載力樁身強度 選用承載力長度極限值長度極限值長度極限值(KN)特征值特征值特征值2.1110.02.118993177373631773.0110.03.029814555472845554.2110.04.245405795583757954.0110.04.07529189952334

60、918995人人工工挖挖孔孔樁樁承承載載力力表表( (特特征征值值) )備注：粘土、粉土:s=(0.8/d)1/5,p=(0.8/D)1/4。砂土、碎石土:s=(0.8/d)1/3,p=(0.8/D)1/3人人工工挖挖孔孔樁樁承承載載力力表表（極極限限值值）備注：粘土、粉土:s=(0.8/d)1/5,p=(0.8/D)1/4。砂土、碎石土:s=(0.8/d)1/3,p=(0.8/D)1/3預預制制樁樁承承載載力力樁類型（預制管樁填1、鉆孔樁填2）1樁徑樁側摩阻力特征值經驗值qsa（Kpa）土層厚度樁的極限端阻力特征值qpa（Kpa）預制管樁500預制管樁樁入土深度（m）層序號巖土名稱土的狀態