墩臺與基礎課程設計word版本

學號墩臺與基礎課程設計計說明書樁柱式橋墩鉆孔灌注摩擦樁及端承樁設計

（公路-II級，凈7+2X1?0m,跨徑L=16m）學號墩臺與基礎課程設計起止日期：2013年12月30日至2014年1月8日學生姓名班級成績指導教師土木工程學院2014年1月6日目錄TOC\o"1-5"\h\z第一部分摩擦樁設計2―、設計資料2二、荷載計算2三、樁長計算6四、樁的內力計算6五、樁頂水平位移計算9六、樁身配筋計算10第二部分端承樁設計13一、設計資料13二、荷載計算13三、單樁承載力的計算17四、樁身內力計算17五、嵌固深度計算20六、樁頂水平位移計算20七、樁身配筋計算20參考文獻23第一部分摩擦樁設計一、設計資料設計標準以及上部構造設計荷載：公路一II級；橋面凈寬：凈一7+2X1.0m；標準跨徑:Lk=16m,梁長15.96m，計算跨徑15.5m；上部構造：裝配式鋼筋混凝土簡支T梁橋設計。水文地質條件各土層地質情況及有關鉆孔灌注樁樁基設計參數(shù)見附表-材料鋼筋：蓋梁主筋用HRB335鋼筋，其他均用R235鋼筋;混凝土蓋梁、墩柱用C30,系梁及鉆孔灌注樁用C25。橋墩尺寸_■S00..\in,：Z皿血..341,2946Q341,29河庶於534河輕3§34■OL0_■S00..\in,：Z皿血..341,2946Q341,29河庶於534河輕3§34■OL0二、荷載計算一孔主梁恒載主梁集度（KN/m）梁長（m）自重（KN）1(4)21.0615.96326.432(3)22.0215.96341.31合計667.74

N主=326.43x2+341.31x2=1335.48KN2.其他恒載計算蓋梁自重：N蓋梁=七梁xy=(8x1.5x1.4-1.4x0.9x0.8)x25=394.8KN墩身自重：N墩=V墩xy=3.14x1.2x1.2+4x4.45x25=125.13KN系梁自重：N系梁=V系梁xy=3.4x1x1.4x25=119KN3.單根樁頂承受的恒載N一=N一=村主+N蓋+N系+n恒2墩1335.48+394.8+1192+125.13=1049.77KN（二）活載計算1.順橋向活載計算①單孔單列汽車B=0B=ql.2+P=7.875x15.5+2+167=228.03KNB=B+B=0+228.03=228.03KN12k0k12單孔雙列車2單孔雙列車2B=456.06KN雙孔雙列車②雙孔單列汽車B1=qlJ2=7.875x15.5+2=61.03KNB2=qlj2+p=7.875x15.5+2+167=228.03KNB=B1+B2=61.03+228.03=289.06KN2B=578.12KN

③單孔單側人群B]=0B2=qbl全長/2=3x1x15.9+2=23.85KNB=B]+B2=23.85KN雙孔雙列車B=qbl2=3x1x15.9+2=23.85KNB=qbl2=3x1x15.9+2=23.85KN雙側人群1"r全長2"r全長：B=B1+B2=44.7KN④雙孔單側B=qbl.2=3x1x15.9+2=23.85KNB=qbl/2=3x1x15.9+2=23.85KN1r全長?’2r全長'B=B1+B2=44.7KN雙孔荷載對墩柱產(chǎn)生最大豎向力，單孔荷載產(chǎn)生墩柱最大彎矩B=B+B=95.4KN⑤雙孔雙側B1=B雙孔荷載對墩柱產(chǎn)生最大豎向力，單孔荷載產(chǎn)生墩柱最大彎矩B=B+B=95.4KN⑤雙孔雙側B1=B2=44.7KN2.雙柱反力橫向分布計算汽車荷載如圖所示①汽車單列非對稱布載n=l^=210+230=0..9571l460n2=1-ni=1-0.957=0.043②汽車雙列非對稱n=匕+1255+2301=0.620n4602=1-n=1-0.620=0.381③人群單側非對稱布載n1I+1；2=400+230=137^~l460.n=1-n=1-1.37=-0.3721精品文檔④人群雙側對稱布載門］=七=。.5_IRQ[180..一1燈0_uirun:400一0_210*_1F230圖4橫向分配系數(shù)計算圖3活載計算①汽車及人群雙孔布載產(chǎn)生最大支反力，即產(chǎn)生最大墩柱垂直力編號何載情況最大垂直反力（KN）最小垂直反力（KN）1橫向分布門1B門（1+日）i橫向分布門2B門（1+日）i2汽車何載單列車0.957356.850.04316.033雙列車0.620462.380.38283.394人群荷載單側行人1.3765.35-0.37-17.6495雙側行人0.547.70.547.7②汽車及人群單孔布載產(chǎn)生的最大偏心矩，即產(chǎn)生的最大墩柱底彎矩布載情況水平力H豎向力B門1門2垂直力1號墩柱底彎矩1號墩柱底彎矩B門（1+目1頃（1+日2)0.25B"+|u)0.25B門(1+|2單孔單列228.030.9570.043281.5112.6570.383.16單孔雙列456.060.6200.38364.76223.5691.1955.89單孔單側人群23.851.37-0.3732.68-8.8258.169-2.206單孔雙側人群47.70.50.523.8523.855.9635.963制動力45力臂H1=1.5+4.45=5.95m267.75267.75蓋梁風力1.125H2=1.5+2+4.45=5.2m5.855.85墩柱風力1.05H3=4.45:2=2.225m2.3362.336以上力的單位均為kN，彎矩的單位為kN-m,制動力、蓋梁風力、墩柱風力分別乘各自相應的力臂，人群產(chǎn)生的反力不計沖擊系數(shù)。其中沖擊系數(shù)(1+R)=1.29,表中0.25為支座中心到墩柱中心的距離，從橋梁工程設計資料中查得。三、樁長計算由于河床為多層土質，需要通過試算確定樁長。0.59x19.6+3.1x19.5+4.69x19.3+3.48x19+4.94x19.5+4.33x19.8/0.59+3.1+4.69+3.48+4.94+4.33=19.4q=m人腥]+ky(h-3)}=0.8x0.75x(140+1.5x9.4x18.13)=237.38r0^022R]=1u片ql+Aq=-x4.396x945.87+1.5386x237.38=2444.26KNa2ikipr2N]=N恒+N活+N樁一N置換土重=1049.77+462.38+47.7+(15-9.4)x1.5386x21.13=1759.56KN四、樁的內力計算1.樁的計算寬度Z=kk(d+1)=1.0x0.9x(1.4+1)=2.162.樁的變形系數(shù)當基礎側面地面或局部沖刷線以下hm=2(d+1)0.59+3.1+4.69+3.48+4.94+4.33mh2+m(2h+h)h+m(2h+2h+h)hm=—1-4212_23123~3

mh2+m(2h+h)h+m(2hmh2+m(2h+h)h+m(2h+2h+h)hm=—212——23123——3h2m_12x0.592+4x(2x0.59+3.1)x3.1+17x(2x0.59+2x3.1+1.11)x1.1148=11.07:mb5：~EIEI=0.8EIEc=2.8x107MpaI=0.0491d4=0.189a=5；'mL='1107x2.16=0.3555EI50.8x2.8x107x0.189ah=0.355x21=7.458>2.5按彈性計算3作用在局部沖刷線處的Ho,M°計算M=1.4M汽+0.6(1.4M_+1.1M+1.4M)=1.4x356.85x0.25+0.6(1.4x471.6+1.1x18.37+1.4x16.34)=546.89MpaH0=0.7(1.4H制動+1.1H風)=46.641KN4.單位“力”作用在局部沖刷線處的，樁柱在該處產(chǎn)生的變位計算ah=0.355x21=7.458>4取ah=450HH1BD-BDAB4-A4B33443xa3EI50HH1BD-BDa3EIA3B4-A4B32.441=1.289x10-50.3553x0.42336x107=0.0304x10-450=1xA3D-=0.0304x10-4MH「a2EIA3B4-A4B3-0.3552x0.42336x10750MM1^A3C4-A4C_1.751aEIA3氣-A4B3-0.355x0.42336x107=0.0117x10-45.局部沖刷線處變位計算：X=50H+50M=1.289x10-5x46.64+0.0304x10-4x546.89=2.3<60HH0HM0中=-(50H+50M)0MH0MM0=-(0.0304x10-4x46.64+0.0117x10-4x546.89)=-0.0793x10-26.局部沖刷線以下深度各截面內力計算:M=a2EI(XA+曳B+-^C+-H^D)z03a3a2EI3a3EI3=a2EIXA+aEI①B+MC+-HD)030303a03a2EIX=0.3552x0.42336x107x0.23x10-2=0.123x1040aEI①=0.355x0.42336x107x(-0.0793x10-2)=-0.12x1040-H=—^x46.64=131.38a00.355Mz=0.123x104A3-0.12x104xB3+546.89xC3+131.38xD3aZZA3B3C3D3MZ0.20.56-0.00133-0.000130.999990.2585.360.41.23-0.01067-0.002130.999740.39998600.970.61.69-0.036-0.01080.998060.59974605.520.82.25-0.08532-0.034120.991810.79854595.461.02.82-0.16652-0.083290.975010.99445570.941.43.94-0.45515-0.319330.865731.35821485.861.85.07-0.95564-0.867150.529971.61162373.202.26.20-1.69334-1.90567-0.270871.57538259.522.67.32-2.62126-3.59987-1.877340.91679166.473.08.45-3.54058-5.99979-4.68788-0.89126106.613.59.86-3.91921-9.54367-10.3404-5.8540281.054.011.27-1.61428-11.73068-17.9186-15.075591.78樁身彎矩圖7006005004003002001001.561.231.692.252823.945.07627.328.4598611.27樁長Z(m)樁身彎炬0從表中知Md=605.52MpaZ=1.69m7.對最大彎矩修正°H|m46.64,45=0loga=log=-0.217H0+0.1M0m146.64+0.1x546.891246.64h05911—=0.123<-(5+2)=-x(2-0.217)=0.2974.86625h——x—+1=1.0135-4hmE—匕心曰_u“eM=cM=1.013x605.52=613.39Mpa修正后的最大彎矩maxzmax五、樁頂水平位移計算A=X—①(h+h)+A001201/(nh3+h3)+nhh(h+h)EIL3122112n=里=(^2)4=0.5398EI1.4H=45+2.175=47.175KN]+^外-h2+nh(2h+h)]2EI2121M外=91.19+8.169+45x1.5+1.125x0.75=167.7KN-mE11廣2.8x107x0.049x1.24=2.845x106q=4.45h2=4.6811M(nh3+h3)+nhh(h+h)」+—外EII31221122EI111147.1752+nh(2h+h)]2121(0.5398x4.453+4.683)+0.5398x4.45x4.68x(4.45+4.68)2.845x1063167.7+2x2.845x106.682+0.5398x4.45x(2x4.68+4.45)]=4.155x10-3A=X—中(h+h)+A=2.3x10-3+0.793x10-3(4.45+4.68)+4.155x10-3=13.7mm水平位移容許值為僅］=對⑵=22.9mm>13.7mm，符合要求。六、樁身配筋計算IMmax對應的軸向力組合設計值為N=1.2N,一+1.4N汽+0.8x1.4N+N、=1.2x1049.77+1.4】356.85+0.8x1.4x65.35+(1.69+4.68)x25x1.5386=2205.5KN2.按偏心受壓構件進行配筋計算M——dNd605.52=274.55mm2205.5=0.7(/0lPh=2r=1.4m+-)=0.7x(4.68+-^)=11.16ma0.355h0=r+r=r+0.88r=1.88x0.7=1.316me0.27455匚=0.2+2.7h0=0.2+2.7x1aw=0.763匚2=1.15-0.01!=1.15—0.01x^^=1.07>1所以。2=1n=1+——1——(七)2。匚=1+111116)2x0.875x11400ehh121400x0.274551.3161.4=1.159門e0=1.159x0.27455=0.318主筋采用HRB335級鋼筋。配筋率_乙Br-?e0)_11.5700B-318AP-f?C(*0)-Dgr-2^?318C-616D=Ar2f+Cpr2fcdsd=7002x11.5A+280x=Ar2f+Cpr2fcdsdgABCDPNu0.200.32440.2628-1.52961.4216-0.001662137254.0430.210.34810.2787-1.46761.4623-0.001722265030.0140.240.42190.3259-1.29111.5697-0.001862654493.5860.290.55260.4011-1.01941.7086-0.001963320056.6690.408.86670.5414-0.47491.8801-0.001464873007.3880.501.17350.627101.90810.0002796468918.750.701.81020.65231.12941.44020.020513155277.940.902.42150.48282.01810.8704-0.1009-14589008.241.002.69430.34132.30820.6692-0458當&=0.21時，Nu大于設計值Nd時的p即為裝的縱向配筋率P=0.00172v0.005故取p=0.005A=p"r2=0.005x3.14x7002=7693mm2主筋選用16根公稱直徑為25的HRB335鋼筋A’=16x490.9=7854.4mm2亦a■為p=7854.4=0.0051實際配肋率3.14x7002箍筋采用螺旋箍筋R235級，直徑8mm,螺旋筋的間距S=200mm

a=c+d，2=40+28.4/2=54.2mmr=D2-a=700-54,2=645.8mmg=r..-■(D/2)=0.923s'半=Bf+Dpf?r="25B+L318Dx7000Afd+Cpfd11.25A+1.428CgABCD門e00.210.34810.2787-1.46761.46231.94680.30.57980.4155-0.96751.73130.74650.51.17350.627101.90180.506970.591.45890.66350.44851.80520.40410.61.49080.66510.50211.78560.39820.651.65080.66510.8081.63430.34560.671.71470.66150.9431.55340.321870.701.81020.65231.12941.44020.2942當&=0.67時，門e0=0.32187與設計值接近，取該&計算N=Ar2fd+Cpr2/刁=1.7147x7002x11.5+0.943x0.005x7002x280=10309.23KN第二部分端承樁設計一、設計資料設計標準以及上部構造設計荷載：公路一II級；橋面凈寬：凈一7+2X1.0m；標準跨徑:Lk=16m,梁長15.96m，計算跨徑15.5m；上部構造：裝配式鋼筋混凝土簡支T梁橋設計。水文地質條件各土層地質情況及有關鉆孔灌注樁樁基設計參數(shù)見附表-材料鋼筋：蓋梁主筋用HRB335鋼筋，其他均用R235鋼筋;混凝土蓋梁、墩柱用C30,系梁及鉆孔灌注樁用C25。橋墩尺寸二、荷載計算1.一孔主梁恒載主梁集度（KN/m）梁長（m）自重（KN）1(4)21.0615.96326.432(3)22.0215.96341.31合計667.74精品文檔N主=326.43x2+341.31x2=1335.48KN其他恒載計算蓋梁自重：N蓋梁=V蓋梁xy=(8x1.5x1.4-1.4x0.9x0.8)x25=394.8KN墩身自重：N墩=V墩xy=3.14x1.2x1.2+4x4.45x25=125.13KN3.4x1x1.4x25=119KN系梁自重：N系梁=V系梁xyc單根樁頂承受的恒載1335.48+394.8+119+125.13=1049.77KNN=村主+N蓋+N系+n恒2墩(二)活載計算1.順橋向活載計算①單孔單列汽車B=0B=ql.2+P=7.875x15.5+2+167=228.03KNB=B+B=0+228.03=228.03KN3.4x1x1.4x25=119KN1335.48+394.8+119+125.13=1049.77KN單孔雙列車2B=456.06KN②雙孔單列汽車B=ql/2=7.875x15.5+2=61.03KNB2=qlJ2+p=7.875x15.5+2+167=228.03KNB=B1+B2=61.03+228.03=289.06KN雙孔雙列車2B=578.12KN③單孔單側人群B]=0B2=qbl全長《2=3x1x15.9+2=23.85KNB=B1+B2=23.85KN每B=qbl2=3X1x15.9+2=23.85KNB=qbl2=3x1x15.9+2=23.85KN雙側人群1^r全長?’2^r全長??B=B]+B2=44.7KN④雙孔單側B=qbl2=3x1x15.9+2=23.85KNB=qbl2=3x1x15.9+2=23.85KN1r全長2r全長B=B]+B2=44.7KN⑤雙孔雙側B1=B=44.7KNB=B]+B2=95.4KN人粹殉1布或圖雙孔荷載對墩柱產(chǎn)生最大豎向力，單孔荷載產(chǎn)生墩柱最大彎矩雙柱反力橫向分布計算汽車荷載如圖所示①汽車單列非對稱布載門=l1+12=210+230=0..957門=1-n=1-0.957=0.0431l46021②汽車雙列非對稱門=-1——-—=茉+23°=0.620門=1-門=1-0.620=0.381l46021

人群單側非對稱布載門=〈*'2=400+230=1.37門=1-門=1-1.37=-0.37il46021人群雙側對稱布載n1=n2=0.5一冷D_」豚一一1溯一nirIF1F:400一_210*_ir230圖4橫向分配系數(shù)計算圖活載計算①汽車及人群雙孔布載產(chǎn)生最大支反力，即產(chǎn)生最大墩柱垂直力編號何載情況最大垂直反力（KN）最小垂直反力（KN）1橫向分布門1B門（1+日）i橫向分布叩2B門（1+日）i2汽車何載單列車0.957356.850.04316.033雙列車0.620462.380.38283.394人群荷載單側行人1.3765.35-0.37-17.6495雙側行人0.547.70.547.7②車及人群單孔布載產(chǎn)生的最大偏心矩，即產(chǎn)生的最大墩柱底彎矩。布載情況水平力H豎向力B門1n2垂直力1號墩柱底彎矩1號墩柱底彎矩Bn（1+日）1Bn（1+日）20.25Bn（1+日）10.25Bn（1+日）2單孔單列228.030.9570.043281.5112.6570.383.16單孔雙列456.060.6200.38364.76223.5691.1955.89單孔單側人群23.851.37-0.3732.68-8.8258.169-2.206單孔雙側人群47.70.50.523.8523.855.9635.963制動力45力臂H1=1.5+4.45=5.95m267.75267.75蓋梁風力1.125H2=1.5+2+4.45=5.2m5.855.85墩柱風力1.05H3=4.45+2=2.225m2.3362.336以上力的單位均為kN，彎矩的單位為kN-m,制動力、蓋梁風力、墩柱風力分別乘各自相應的力臂，人群產(chǎn)生的反力不計沖擊系數(shù)。其中沖擊系數(shù)(1+h)=1.29,表中0.25為支座中心到墩柱中心的距離，從橋梁工程設計資料中查得。三、單樁承載力的計算鉆孔灌注樁直徑為1.40m，用C25混凝土，HRB335級鋼筋，灌注樁按m法計算。樁身混凝土受壓彈性模量E=2.8x104Mpa。h樁長計算由于端承樁必須打在持力層上，初步確定該土層為持力層，所以擬定樁長為14.9m，h=14.9-3.66=11.24m，則：N]=N恒+N5+N+1q+2qh=1049.77+462.38+47.7+3.66x23.08+0.5x23.08xh=1471.72+11.54h=1774.03KNlqlk^RayAplqlkciAfk=0.6xG-20%)x1.5386x26x106=19.22x106u藝chf=4.4x0.05xG—20%)x1.42x26x106=6.50x106i=i1t—Quglq=0.5x0.5x4.4x(1.5x160+0.28x165+3.6x175+0.88x180+i=10.52x170+1.7x185+2.08x190+1.08x210+0.4x200+1.12x280+1.72x26)=2791.60KNR]=19.22+6.50+2791.60=2817.32KN〉N]a四、樁身內力計算樁的計算寬度b=kk(d+1)=1.0x0.9xG.4+1)=2.16m當?shù)鼗鶄让婊蚓植繘_刷線以下hm=2(d+1)=4.8m深度內有四層土，物性很相近，按規(guī)范選取m=60000KN/m4樁的變形系數(shù)a_■mb

a-50.8E：/E=2.8x107KN/m2I=0.0491d4=0.189m460000X2-16=0.498a=5■50.8x2.8x107x0.189ah=0.498x11.24=5.60>2.5,可按彈性樁計算。3.作用在局部沖刷線出的H°,M°計算M0為局部沖刷線的基本組合值：M0=1.4M汽+0.6°.4M制動M0=1.4x356.85x0.25+0.6xG.4x45x11.54+1.1x1.125x10.79+1.1x1.05x5.885+1.4x65.35x0.25)=586.92KN-m+1.1M風+1.4M人)H0=0.7〈.4H制動+1.1H風).4x45+1.1x2.175)=46.64KNH=0.7x4.單位“力”作用在局部沖刷線處的，樁柱在該處產(chǎn)生的變位計算ah=5.60>4,取ah=4。50=—xB3D「B4D3

hha3EIAB-AB34432.441=4.668x10-60.4983x0.8x2.8x107x0.18950―x1叩氣D

mha2EIAB-AB34431.625=1.548x10-60.4982x0.8x2.8x107x0.18950=—x七￥

mmaEIAB-AB34431.751=8.305x10-70.498x0.8x2.8x107x0.1895.局部沖刷線處變位計算X=50H+50M0HH0HM0甲10-6X46.64+1.548x10-6x586.92=1.126x10-3mhH0+5MmM0).548x10-6x46.64+8.305x10-7x586.92)=-5.596x10-46.局部沖刷線以下深度各截面內力計算(M=a2EI[X0A3+oM八H八)o°3+a2Ei3+a3Ei3/,八1=a2EIXA+aEApB+MC+—HD030303a03精品文檔a2EIX=0.4982x0.4234x107x1.126x10-3=11820aE卯0=—0.498x0.4234x107x5.596x10t=—11801H=0：98x46.64=93.66Mz=1182A3—1180B3+586.92C3+93.66D3aZZA3B3C3D3MZ0.20.40-0.00133-0.000130.999990.2604.22750.40.80-0.01067-0.002130.999740.39998614.1310.61.60-0.036-0.01080.998060.59974612.1450.82.01-0.08532-0.034120.991810.79854596.31771.02.41-0.16652-0.083290.975010.99445566.84861.43.21-0.45515-0.319330.865731.35821474.14631.83.61-0.95564-0.867150.529971.61162355.66482.24.02-1.69334-1.90567-0.270871.57538235.73382.64.82-2.62126-3.59987-1.877340.91679133.53543.06.02-3.54058-5.99979-4.68788-0.8912659.90073.57.23-3.91921-9.54367-10.3404-5.8540211.74934.08.03-1.61428-11.73068-17.9186-15.07555.367398樁身彎矩圖樁身彎矩圖^uoooooooooooooo7654321一樁身彎矩Qo1Qoo28.4nzo4lo3lz3Xu2nzo6odz7oau00從表中知Md=614.131^uoooooooooooooo7654321一樁身彎矩Qo1Qoo28.4nzo4lo3lz3Xu2nzo6odz7oau00M=&吃=I.。。x614.131=614.131KN-m五、嵌固深度計算5.367398取ah=4m得彎矩計算h=：—h='s*'u=0.048<0.5^0.0655pfdV0.0655x1x26x103x1.4按構造要求樁底深入巖石層厚度0.5m。5.367398六、樁頂水平位移計算A=X0f0(^+h2)+A0A0EI31H+hnh?h(h+h)122112M+―外2EI，2+nh(2h+h〃—EI=0.8xE墩I墩=0.8x3.0x104x0.049x1.24=05398式中：n~~Et_0.8xE樁I樁—0.8x2.8x104x0.049x1.44—.h1=6.38m,h2=3.66m,H=45+1.125=46.125KNM=91.19+8.169+45x1.5+1.125x0.75=167.7KN-m夕卜46.125A00.244x1071().5398x6.383+3.663)+0.5398x3.66x6.38x(6.38+3.66)3167.7+2x0.244x107.662+0.5398x6.38x(2x3.66+6.38)L3.776x10-3A=1.126x10-3+5.596x10-4x水平位移允許值僅-=5.0寸1=5.0V15(6.38+3.66)+3.776x10-3=10.52mm=18.03mm>10.52mm，符合要求。七、樁身配筋計算Mmax對應的軸向力組合設計值：N=1.2N+1.4N+0.8x1.4N+N、=1.2x1049.77+1.4】356.85+0.8x1.4x65.35+(0.8+3.66)x23.08=1935.44KN(4)(4、l=0.7l+-=0.7x3.66+p10偵)"0.498J2.按偏心受壓構件進行配筋計算截面設計：=8.18m精品文檔h=2rh°=r+r=r+0.88r=0.7+0.88x0.7=1.316偏心距：e0虹=614^1=0.317N^1935.44偏心增大系數(shù):e0317匚］=0.2+2.7孑=0.2+2.7x=0.8510?匚=1.15-0.01L=1.15-0.01x818=1.092h1.4門=1+1400e/h=1.0941l18185瓦匚=1+(—)2x0.851x1.091400x0.3171.3161.4門e0=1.094x0.317=0.347主筋采用HRB335級鋼筋。配筋率p=二

f

sdBr一?e「)C(ne0)-Dgr11.5700B-347A

.

280347C-616DN=Ar2fd+Cpr2f=7002x11.5A+280x7002Cp