鋼筋混凝土箱涵結(jié)構設計,,,,,,,,,,,,,

一、設計資料,,,,,,,,,,,,,

,1、孔徑及凈空,,,,,,,,,,,,

,凈跨徑,,,L0=,1.9,m,,,,,,,

,凈高,,,h0=,2,m,,,,,,,

,孔數(shù),,,m=,1,,,,,,,,

,2、設計安全等級,,,,二級,,,,,,,,

,結(jié)構重要性系數(shù),,,r0=,1.0,,,,,,,,

,3、汽車荷載,,,,,,,,,,,,

,荷載等級,,,公路—,Ⅱ級,,,,,,,,

,4、填土情況,,,,,,,,,,,,

,涵頂填土高度,,,H=,7.3,m,,,,,,,

,土的內(nèi)摩擦角,,,Φ=,30,°,,,,,,,

,填土容重,,,γ1=,19,kN/m3,,,,,,,

,地基容許承載力,,,[σ0]=,300,kPa,,,,,,,

,5、建筑材料,,,,,,,,,,,,

,普通鋼筋種類,,,,HRB400,,,,,,,,

,主鋼筋直徑,,,,25,mm,,,,,,,

,鋼筋抗拉強度設計值,,,fsd=,330,MPa,,,,,,,

,涵身混凝土強度等級,,,C,25,,,,,,,,

,涵身混凝土抗壓強度設計值,,,fcd=,11.5,MPa,,,,,,,

,涵身混凝土抗拉強度設計值,,,ftd=,1.23,MPa,,,,,,,

,鋼筋混凝土重力密度,,,γ2=,25,kN/m3,,,,,,,

,基礎混凝土強度等級,,,C,20,,,,,,,,

,混凝土重力密度,,,γ3=,23.5,kN/m3,,,,,,,

二、設計計算,,,,,,,,,,,,,

,(一)截面尺寸擬定(見圖L-01),,,,,,,,,,,,

,頂板、底板厚度,,,δ=,0.5,m,,,,,,,

,,,,C1=,0.5,m,,,,,,,

,側(cè)墻厚度,,,t=,0.6,m,,,,,,,

,,,,C2=,0.6,m,,,,,,,

,橫梁計算跨徑,,,LP=L0+t=,2.5,m,,,,,,,

,,,,L=3L0+4t=,8.1,m,,,,,,,

,側(cè)墻計算高度,,,hP=h0+δ=,2.5,m,,,,,,,

,,,,h=h0+2δ=,3,m,,,,,,,

,基礎襟邊,,,c=,0,m,,,,,,,

,基礎高度,,,d=,0,m,,,,,,,

,基礎寬度,,,B=,8.1,m,,,,,,,

,(二)荷載計算,,,,,,,,,,,,

,1、恒載,,,,,,,,,,,,

,恒載豎向壓力,,,p恒=γ1H+γ2δ=,151.20,kN/m2,,,,,,,

,恒載水平壓力,,,,,,,,,,,,

,頂板處,,,eP1=γ1Htan2(45°-φ/2)=,46.23,kN/m2,,,圖L-01,,,,

,底板處,,,eP2=γ1(H+h)tan2(45°-φ/3)=,65.23,kN/m2,,,,,,,

,2、活載,,,,,,,,,,,,

,汽車后輪著地寬度0.6m，由《公路橋涵設計通用規(guī)范》(JTGD60—2004)第4.3.4條規(guī)定，按30°角向下分布。,,,,,,,,,,,,

,一個汽車后輪橫向分布寬,,,,,,,,,,,,

,,,0.6/2+Htan30°=,,4.51m,>1.3/2m,,,,,,,

,,,,,,>1.8/2m,,,,,,,

,故橫向分布寬度,,,,,,,,,,,,

,,,,a=1.8+1.3=,3.100,m,,,,,,,

,同理，縱向，汽車后輪著地長度0.2m,,,,,,,,,,,,

,,,,0.2/2+Htan30°=,4.315m,>1.4/2m,,,,,,,

,故,,,b=,1.400,m,,,,,,,

,,,,∑G=,140,kN,,,,,,,

,車輛荷載垂直壓力,,,q車=∑G/(a×b)=,32.26,kN/m2,,,,,,,

,車輛荷載水平壓力,,,e車=q車tan2(45°-φ/2)=,10.75,kN/m2,,,,,,,

,(三)內(nèi)力計算,,,,,,,,,,,,

,1、構件剛度比,,,,,,,,,,,,

,,,,K=(I1/I2)×(hP/LP)=,0.58,,,,,,,,

,,,,u=2K+1=,2.16,,,,,,,,

,2、節(jié)點彎矩和軸向力計算,,,,,,,,,,,,

,(1)a種荷載作用下(圖L-02),,,,,,,,,,,,

,涵洞四角節(jié)點彎矩,,,MaA=MaC=MaE=MaF=,-1/u·pLP2/12,,,,,,,,

,,,,MBA=MBE=MDC=MDF=,-(3K+1)/u·pLP2/12,,,,,,,,

,,,,MBD=MDB=,0,,,,,,,,

,橫梁內(nèi)法向力,,,Na1=Na2=Na1'=Na2'=,0,,,,,,,,

,側(cè)墻內(nèi)法向力,,,Na3=Na4=,(MBA-MaA+pLp2/2)/Lp,,,,,,,,

,,,,Na5=,-(Na3+Na4),,,,,,,,

,恒載,,,p=p恒=,151.20,kN/m2,,,,,,,

,,,,MaA=MaC=MaE=MaF=,-36.50,kN·m,,,,,,,

,,,,MBA=MBE=MDC=MDF=,-99.87,kN·m,,,,,,,

,,,,Na3=Na4=,163.65,kN,,,,,,,

,,,,Na5=,-327.30,kN,,,,,,,

,車輛荷載,,,p=q車=,32.26,kN/m2,,,,,,,

,,,,MaA=MaC=MaE=MaF=,-7.79,kN·m,,圖L-02,,,,,

,,,,MBA=MBE=MDC=MDF=,-21.31,kN·m,,,,,,,

,,,,Na3=Na4=,34.91,kN,,,,,,,

,,,,Na5=,-69.83,kN,,,,,,,

,(2)b種荷載作用下(圖L-03),,,,,,,,,,,,

,,,,MbA=MbC=MbE=MbF=,-K·phP2/6u,,,,,,,,

,,,,MBA=MBE=MDC=MDF=,K·phP2/12u,,,,,,,,

,,,,MBD=MDB=,0,,,,,,,,

,,,,Nb1=Nb2=Nb1'=Nb2'=,phP/2,,,,,,,,

,,,,Nb3=Nb4=,(MBA-MbA)/Lp,,,,,,,,

,,,,Nb5=,-(Nb3+Nb4),,,,,,,,

,恒載,,,p=eP1=,46.23,kN/m2,,,,,,,

,,,,MbA=MbC=MbE=MbF=,-12.92,kN·m,,,,,,,

,,,,MBA=MBE=MDC=MDF=,6.46,kN·m,,圖L-03,,,,,

,,,,Nb1=Nb2=Nb1'=Nb2'=,57.79,kN,,,,,,,

,,,,Nb3=Nb4=,-7.75,kN,,,,,,,

,,,,Nb5=,15.50,kN,,,,,,,

,(3)c種荷載作用下(圖L-04),,,,,,,,,,,,

,,,,Φ=20u(K+6)/K=,490.51,,,,,,,,

,,,,McA=McE=,-(8K+59)·phP2/6Φ,,,,,,,,

,,,,McC=McF=,-(12K+61)·phP2/6Φ,,,,,,,,

,,,,MBA=MBE=,(7K+31)·phP2/6Φ,,,,,,,,

,,,,MDC=MDF=,(3K+29)·phP2/6Φ,,,,,,,,

,,,,MBD=MDB=,0,,,,,,,,

,,,,Nc1=Nc1'=,phP/6+(McC-McA)/hP,,,,,,,,

,,,,Nc2=Nc2'=,phP/3-(McC-McA)/hP,,,,,,,,

,,,,Nc3=Nc4=,(MBA-McA)/Lp,,,,,,,,

,,,,Nc5=,-(Nc3+Nc4),,,,,,,,

,恒載,,,p=eP2-eP1=,19.00,kN/m2,,,,,,,

,,,,McA=McE=,-2.57,kN·m,,,,,,,

,,,,McC=McF=,-2.74,kN·m,,,,,,,

,,,,MBA=MBE=,1.41,kN·m,,圖L-04,,,,,

,,,,MDC=MDF=,1.24,kN·m,,,,,,,

,,,,Nc1=Nc1'=,7.85,kN,,,,,,,

,,,,Nc2=Nc2'=,15.90,kN,,,,,,,

,,,,Nc3=Nc4=,1.59,kN,,,,,,,

,,,,Nc5=,-3.19,kN,,,,,,,

,(4)d種荷載作用下(圖L-05),,,,,,,,,,,,

,,,,Φ1=20(K+2)(6K2+6K+1)=,334.28,,,,,,,,

,,,,Φ2=u/K=,3.73,,,,,,,,

,,,,Φ3=120K3+278K2+335K+63=,373.22,,,,,,,,

,,,,Φ4=120K3+529K2+382K+63=,484.48,,,,,,,,

,,,,Φ5=360K3+742K2+285K+27=,510.20,,,,,,,,

,,,,Φ6=120K3+611K2+558K+87=,637.80,,,,,,,,

,,,,MdA=,(-2/Φ2+Φ3/Φ1)·phP2/4,,,,,,,,

,,,,MdE=,(-2/Φ2-Φ3/Φ1)·phP2/4,,,,,,,,

,,,,MdC=,-(2/Φ2+Φ5/Φ1)·phP2/24,,,,,,,,

,,,,MdF=,-(2/Φ2-Φ5/Φ1)·phP2/24,,,,,,,,

,,,,MBA=,-(-2/Φ2+Φ4/Φ1)·phP2/24,,,,,,,,

,,,,MBE=,-(-2/Φ2-Φ4/Φ1)·phP2/24,,,,,,,,

,,,,MDC=,(1/Φ2+Φ6/Φ1)·phP2/24,,,,,,,,

,,,,MDF=,(1/Φ2-Φ6/Φ1)·phP2/24,,,,,,,,

,,,,MBD=,-Φ4·phP2/12Φ1,,,,,,,,

,,,,MDB=,Φ6·phP2/12Φ1,,,,,,,,

,,,,Nd1=,(MdC+phP2/2-MdA)/hP,,,圖L-05,,,,,

,,,,Nd2=,php-Nd1,,,,,,,,

,,,,Nd1'=,(MdF-MdE)/hP,,,,,,,,

,,,,Nd2'=,php-Nd1',,,,,,,,

,,,,Nd3=,(MBA+MBD-MdA)/LP,,,,,,,,

,,,,Nd4=,(MBE+MBD-MdE)/LP,,,,,,,,

,,,,Nd5=,-(Nd3+Nd4),,,,,,,,

,車輛荷載,,,p=e車=,10.75,kN/m2,,,,,,,

,,,,MdA=,9.74,kN·m,,,,,,,

,,,,MdE=,-27.77,kN·m,,,,,,,

,,,,MdC=,-5.78,kN·m,,,,,,,

,,,,MdF=,2.77,kN·m,,,,,,,

,,,,MBA=,-5.56,kN·m,,,,,,,

,,,,MBE=,2.56,kN·m,,,,,,,

,,,,MDC=,6.09,kN·m,,,,,,,

,,,,MDF=,-4.59,kN·m,,,,,,,

,,,,MBD=,-8.12,kN·m,,,,,,,

,,,,MDB=,10.69,kN·m,,,,,,,

,,,,Nd1=,-19.65,kN,,,,,,,

,,,,Nd2=,46.53,kN,,,,,,,

,,,,Nd1'=,0.09,kN,,,,,,,

,,,,Nd2'=,26.80,kN,,,,,,,

,,,,Nd3=,-9.37,kN,,,,,,,

,,,,Nd4=,8.88,kN,,,,,,,

,,,,Nd5=,0.48,kN,,,,,,,

,(5)節(jié)點彎矩、軸力計算及荷載效應組合匯總表,,,,,,,,,,,,

,按《公路橋涵設計通用規(guī)范》(JTGD60—2004)第4.1.6條進行承載能力極限狀態(tài)效應組合,,,,,,,,,,,,

,,,,,,,,,,,,,,

,,,,,,,,,,,,,,

,荷載種類,,,M(kN·m),,,,,,,,,

,,,,MA,ME,MC,MF,MBA,MBE,MDC,MDF,MBD,MDB

,恒載,a,,-36.50,-36.50,-36.50,-36.50,-99.87,-99.87,-99.87,-99.87,0.00,0.00

,,1.2×∑結(jié)構、土的重力,,-43.80,-43.80,-43.80,-43.80,-119.85,-119.85,-119.85,-119.85,0.00,0.00

,,b,,-12.92,-12.92,-12.92,-12.92,6.46,6.46,6.46,6.46,0.00,0.00

,,c,,-2.57,-2.57,-2.74,-2.74,1.41,1.41,1.24,1.24,0.00,0.00

,,1.4×∑土側(cè)壓力,,-21.68,-21.68,-21.92,-21.92,11.02,11.02,10.78,10.78,0.00,0.00

,車輛荷載,a,,-7.79,-7.79,-7.79,-7.79,-21.31,-21.31,-21.31,-21.31,0.00,0.00

,,d,,9.74,-27.77,-5.78,2.77,-5.56,2.56,6.09,-4.59,-8.12,10.69

,,1.4×∑汽車,,2.74,-49.78,-18.99,-7.02,-37.62,-26.25,-21.30,-36.26,-11.36,14.96

,荷載效應組合,,,-62.74,-115.27,-84.72,-72.75,-146.44,-135.08,-130.37,-145.33,-11.36,14.96

,,,,,,,,,,,,,,

,荷載種類,,,N(kN),,,,,,,,,

,,,,N1,N2,N1',N2',N3,N4,N5,,,

,恒載,a,,0.00,0.00,0.00,0.00,163.65,163.65,-327.30,,,

,,1.2×∑結(jié)構、土的重力,,0.00,0.00,0.00,0.00,196.38,196.38,-392.76,,,

,,b,,57.79,57.79,57.79,57.79,-7.75,-7.75,15.50,,,

,,c,,7.85,15.90,7.85,15.90,1.59,1.59,-3.19,,,

,,1.4×∑土側(cè)壓力,,91.89,103.17,91.89,103.17,-8.62,-8.62,17.24,,,

,車輛荷載,a,,0.00,0.00,0.00,0.00,34.91,34.91,-69.83,,,

,,d,,-19.65,46.53,0.09,26.80,-9.37,8.88,0.48,,,

,,1.4×∑汽車,,-27.51,65.14,0.12,37.51,35.76,61.32,-97.08,,,

,荷載效應組合,,,64.39,168.32,92.01,140.7,223.5,249.1,-472.60,,,

,,,,,,,,,,,,,,

,3、構件內(nèi)力計算(跨中截面內(nèi)力),,,,,,,,,,,,

,(1)頂板1(圖L-06),,,,,,,,,,,,

,,,,x=,LP/2,,,,,,,,

,,,,P=1.2p恒+1.4q車=,226.60,kN,,,,,,,

,,,,Nx=N1=,64.39,kN,,,,,,,

,,,,Mx=MA+N3x-Px2/2=,39.63,kN·m,,,,,,,

,,,,Vx=Px-N3=,59.73,kN,,,,,,,

,頂板1',,,x=,LP/2,,,,,,,,

,,,,P=1.2p恒+1.4q車=,226.60,kN,,,,圖L-06,,,

,,,,Nx=N1'=,92.01,kN,,,,,,,

,,,,Mx=ME+N4x-Px2/2=,19.05,kN·m,,,,,,,

,,,,Vx=Px-N4=,34.17,kN,,,,,,,

,(2)底板2(圖L-07),,,,,,,,,,,,

,,,,ω1=,1.2p恒+1.4(q車+3e車HP2/4LP2),,,,,,,,

,,,,=,237.89,kN/m2,,,,,,,

,,,,ω2=,1.2p恒+1.4q車,,,,,,,,

,,,,=,226.60,kN/m2,,,,,,,

,,,,x=,LP/2,,,,,,,,

,,,,Nx=N2=,168.32,kN,,,,,,,

,,,,Mx=,MC+N3x-ω2·x2/2-5x3(ω1-ω2)/12LP,,,,,,,,

,,,,=,13.98,kN·m,,,,,,,

,,,,Vx=,ω2x+3x2(ω1-ω2)/2LP-N3,,,,,圖L-07,,,

,,,,=,70.31,kN,,,,,,,

,底板2',,,ω1=,1.2p恒+1.4q車,,,,,,,,

,,,,=,226.60,kN/m2,,,,,,,

,,,,ω2=,1.2p恒+1.4(q車-3e車HP2/4LP2),,,,,,,,

,,,,=,215.31,kN/m2,,,,,,,

,,,,x=,LP/2,,,,,,,,

,,,,Nx=N2'=,140.69,kN,,,,,,,

,,,,Mx=,MF+N4x-ω2·x2/2-x3(ω1-ω2)/6LP,,,,,,,,

,,,,=,68.92,kN·m,,,,,,,

,,,,Vx=,ω2x+x2(ω1-ω2)/2LP-N4,,,,,,,,

,,,,=,27.12,kN,,,,,,,

,(3)左側(cè)墻(圖L-08),,,,,,,,,,,,

,,,,ω1=,1.4eP1+1.4e車,,,,,,,,

,,,,=,79.78,kN/m2,,,,,,,

,,,,ω2=,1.4eP2+1.4e車,,,,,,,,

,,,,,106.38,kN/m2,,,,,,,

,,,,x=,hP/2,,,,,圖L-08,,,

,,,,Nx=N3=,223.52,kN,,,,,,,

,,,,Mx=,MA+N1x-ω1·x2/2-x3(ω2-ω1)/6hP,,,,,,,,

,,,,=,-48.05,kN·m,,,,,,,

,,,,Vx=,ω1x+x2(ω2-ω1)/2hP-N1,,,,,,,,

,,,,=,43.65,kN,,,,,,,

,(4)右側(cè)墻(圖L-09),,,,,,,,,,,,

,,,,ω1=1.4eP1=,64.73,kN/m2,,,,,,,

,,,,ω2=1.4eP2=,91.33,kN/m2,,,,,,,

,,,,x=,hP/2,,,,,,,,

,,,,Nx=N4=,249.08,kN,,,,圖L-09,,,

,,,,Mx=,ME+N1'x-ω1·x2/2-x3(ω2-ω1)/6hP,,,,,,,,

,,,,=,-54.28,kN·m,,,,,,,

,,,,Vx=,ω1x+x2(ω2-ω1)/2hP-N1',,,,,,,,

,,,,=,-2.79,kN,,,,,,,

,(5)中間墻(圖L-10),,,,,,,,,,,,

,,,,x=,hP/2,,,,,,,,

,,,,Nx=N5=,-472.60,kN,,,,,,,

,,,,Mx=,MBD+(N1+N1')x,,,,,,,,

,,,,=,184.14,kN·m,,,,,,,

,,,,Vx=,-(N1+N1'),,,,,圖L-10,,,

,,,,=,-156.40,kN,,,,,,,

,,,,,,,,,,,,,,

,,,,,,,,,,,,,,

,,,,,,,,,,,,,,

,,,,,,,,,,,,,,

,(5)構件內(nèi)力匯總表,,,,,,,,,,,,

,,,,,,,,,,,,,,

,構件,Md,Nd,Vd,Md,Nd,Vd,Md,Nd,Vd,,,

,A-B,A,,,A-B,,,B,,,,,

,,-62.74,64.39,223.52,39.63,64.39,59.73,-146.44,64.39,-472.60,,,

,B-E,B,,,B-E,,,E,,,,,

,,-135.08,92.01,-472.60,19.05,92.01,34.17,-115.27,92.01,249.08,,,

,C-D,C,,,C-D,,,D,,,,,

,,-84.72,168.32,223.52,13.98,168.32,70.31,-130.37,168.32,-472.60,,,

,D-F,D,,,D-F,,,F,,,,,

,,-145.33,140.69,-472.60,68.92,140.69,27.12,-72.75,140.69,249.08,,,

,A-C,A,,,A-C,,,C,,,,,

,,-62.74,223.52,64.39,-48.05,223.52,43.65,-84.72,223.52,168.32,,,

,E-F,E,,,E-F,,,F,,,,,

,,-115.27,249.08,92.01,-54.28,249.08,-2.79,-72.75,249.08,140.69,,,

,B-D,B,,,B-D,,,D,,,,,

,,-11.36,-472.60,156.40,184.14,-472.60,-156.40,14.96,-472.60,309.00,,,

,,,,,,,,,,,,,,

,(四)截面設計,,,,,,,,,,,,

,1、頂板(A-B\B-E),,,,,,,,,,,,

,鋼筋按左、右對稱，用最不利荷載計算。,,,,,,,,,,,,

,(1)跨中,,,,,,,,,,,,

,l0=,2.50m，,h=,0.50m，,a=,0.04m，,h0=,0.46m，,b=,1.00m，,,,

,,Md=,39.63kN,·m，,Nd=,64.39kN,，Vd=,59.73kN,,,,,

,,,,e0=Md/Nd=,0.616,m,,,,,,,

,,,,i=h/121/2=,0.144,m,,,,,,,

,長細比,,,l0/i=,17.32,<17.5,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.10條，不考慮偏心距增大系數(shù)。,,,,,,,,,,,,

,,,,ξ1=0.2+2.7e0/h0=,3.813,>1.0，,取ξ1=,1.00,,,,,

,,,,ξ2=1.15-0.01l0/h=,1.100,>1.0，,取ξ2=,1.00,,,,,

,,,,η=,1+(l0/h)2ξ1ξ2h0/1400e0,,,,,,,,

,,,,η=,1.000,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.5條,,,,,,,,,,,,

,,,,e=ηe0+h/2-a=,0.826,m,,,,,,,

,,,,r0Nde=,fcdbx(h0-x/2),,,,,,,,

,,,,53.15=,11500x(,0.46-x/2),,,,,,,

,解得,,,x=,0.010m,≤,ξbh0=,0.53×,0.46=,0.244m,,,

,故為大偏心受壓構件。,,,,,,,,,,,,

,,,,As=(fcdbx-r0Nd)/fsd=,0.00015894,m2,=158.9,mm2,,,,,

,,,,μ=100As/(bh0)=,0.03%,<,0.2%,,,,,,

,應按最小配筋率配置受拉鋼筋。,,,,,,,,,,,,

,選用φ25@,530mm,，,實際As=,926.2,mm2,,,,,,,

,,,,"0.51×10-3fcu,k1/2bh0=",1173.0kN,>,r0Vd=,59.7kN,,,,,

,故抗剪截面符合《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.9條的要求。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.10條,,,,,,,,,,,,

,,,,0.50×10-3α2ftdbh0=,282.9kN,>,r0Vd=,59.7kN,,,,,

,故可不進行斜截面抗剪承載力的驗算，僅需按(JTGD62—2004)第9.3.13條構造要求配置箍筋。,,,,,,,,,,,,

,(2)結(jié)點(A\E),,,,,,,,,,,,

,l0=,2.50m，,,h=δ+C1=,1.00m，,a=,0.04m，,h0=,0.96m，,b=,1.00m，,,

,,Md=,146.44kN,·m，,Nd=,64.39kN,，Vd=,472.60kN,,,,,

,,,,e0=Md/Nd=,2.274,m,,,,,,,

,,,,i=h/121/2=,0.289,m,,,,,,,

,長細比,,,l0/i=,8.66,<17.5,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.10條，不考慮偏心距增大系數(shù)。,,,,,,,,,,,,

,,,,ξ1=0.2+2.7e0/h0=,6.597,>1.0，,取ξ1=,1.00,,,,,

,,,,ξ2=1.15-0.01l0/h=,1.125,>1.0，,取ξ2=,1.00,,,,,

,,,,η=,1+(l0/h)2ξ1ξ2h0/1400e0,,,,,,,,

,,,,η=,1.000,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.5條,,,,,,,,,,,,

,,,,e=ηe0+h/2-a=,2.734,m,,,,,,,

,,,,r0Nde=,fcdbx(h0-x/2),,,,,,,,

,,,,176.06=,11500x(,0.96-x/2),,,,,,,

,解得,,,x=,0.016m,≤,ξbh0=,0.53×,0.96=,0.509m,,,

,故為大偏心受壓構件。,,,,,,,,,,,,

,,,,As=(fcdbx-r0Nd)/fsd=,0.000365329,m2,=365.3,mm2,,,,,

,,,,μ=100As/(bh0)=,0.04%,<,0.2%,,,,,,

,應按最小配筋率配置受拉鋼筋。,,,,,,,,,,,,

,選用φ25@,250mm,，,實際As=,1963.5,mm2,,,,,,,

,,,,"0.51×10-3fcu,k1/2bh0=",2448.0kN,>,r0Vd=,472.6kN,,,,,

,故抗剪截面符合《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.9條的要求。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.10條,,,,,,,,,,,,

,,,,0.50×10-3α2ftdbh0=,590.4kN,>,r0Vd=,472.6kN,,,,,

,故可不進行斜截面抗剪承載力的驗算，僅需按(JTGD62—2004)第9.3.13條構造要求配置箍筋。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.7條,,,,,,,,,,,,

,"VCS=a1a2a30.45*10-3bh0((2+0.6ρ)fcu,k0.5ρsvfsv=",,,,764.73kN,>,r0Vd=,472.6kN,,,,,

,故斜截面內(nèi)混凝土與箍筋共同的抗剪承載力已滿足要求。,,,,,,,,,,,,

,2、底板(C-D\D-F),,,,,,,,,,,,

,鋼筋按左、右對稱，用最不利荷載計算。,,,,,,,,,,,,

,(1)跨中,,,,,,,,,,,,

,l0=,2.50m，,h=,0.50m，,a=,0.04m，,h0=,0.46m，,b=,1.00m，,,,

,,Md=,68.92kN,·m，,Nd=,140.69kN,，Vd=,27.12kN,,,,,

,,,,e0=Md/Nd=,0.490,m,,,,,,,

,,,,i=h/121/2=,0.144,m,,,,,,,

,長細比,,,l0/i=,17.32,<17.5,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.10條，不考慮偏心距增大系數(shù)。,,,,,,,,,,,,

,,,,ξ1=0.2+2.7e0/h0=,3.075,>1.0，,取ξ1=,1.00,,,,,

,,,,ξ2=1.15-0.01l0/h=,1.100,>1.0，,取ξ2=,1.00,,,,,

,,,,η=,1+(l0/h)2ξ1ξ2h0/1400e0,,,,,,,,

,,,,η=,1.000,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.5條,,,,,,,,,,,,

,,,,e=ηe0+h/2-a=,0.700,m,,,,,,,

,,,,r0Nde=,fcdbx(h0-x/2),,,,,,,,

,,,,98.46=,11500x(,0.46-x/2),,,,,,,

,解得,,,x=,0.019m,≤,ξbh0=,0.53×,0.46=,0.244m,,,

,故為大偏心受壓構件。,,,,,,,,,,,,

,,,,As=(fcdbx-r0Nd)/fsd=,0.000235985,m2,=236.0,mm2,,,,,

,,,,μ=100As/(bh0)=,0.05%,<,0.2%,,,,,,

,應按最小配筋率配置受拉鋼筋。,,,,,,,,,,,,

,選用φ25@,530mm,，,實際As=,926.2,mm2,,,,,,,

,,,,"0.51×10-3fcu,k1/2bh0=",1173.0kN,>,r0Vd=,27.1kN,,,,,

,故抗剪截面符合《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.9條的要求。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.10條,,,,,,,,,,,,

,,,,0.50×10-3α2ftdbh0=,282.9kN,>,r0Vd=,27.1kN,,,,,

,故可不進行斜截面抗剪承載力的驗算，僅需按(JTGD62—2004)第9.3.13條構造要求配置箍筋。,,,,,,,,,,,,

,(2)結(jié)點,,,,,,,,,,,,

,l0=,2.50m，,,h=δ+C1=,1.00m，,a=,0.04m，,h0=,0.96m，,b=,1.00m，,,

,,Md=,145.33kN,·m，,Nd=,140.69kN,，Vd=,472.60kN,,,,,

,,,,e0=Md/Nd=,1.033,m,,,,,,,

,,,,i=h/121/2=,0.289,m,,,,,,,

,長細比,,,l0/i=,8.66,<17.5,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.10條，不考慮偏心距增大系數(shù)。,,,,,,,,,,,,

,,,,ξ1=0.2+2.7e0/h0=,3.105,>1.0，,取ξ1=,1.00,,,,,

,,,,ξ2=1.15-0.01l0/h=,1.125,>1.0，,取ξ2=,1.00,,,,,

,,,,η=,1+(l0/h)2ξ1ξ2h0/1400e0,,,,,,,,

,,,,η=,1.000,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.5條,,,,,,,,,,,,

,,,,e=ηe0+h/2-a=,1.493,m,,,,,,,

,,,,r0Nde=,fcdbx(h0-x/2),,,,,,,,

,,,,210.04=,11500x(,0.96-x/2),,,,,,,

,解得,,,x=,0.019m,≤,ξbh0=,0.53×,0.96=,0.509m,,,

,故為大偏心受壓構件。,,,,,,,,,,,,

,,,,As=(fcdbx-r0Nd)/fsd=,0.0002434,m2,=243.4,mm2,,,,,

,,,,μ=100As/(bh0)=,0.03%,<,0.2%,,,,,,

,應按最小配筋率配置受拉鋼筋。,,,,,,,,,,,,

,選用φ25@,250mm,，,實際As=,1963.5,mm2,,,,,,,

,,,,"0.51×10-3fcu,k1/2bh0=",2448.0kN,>,r0Vd=,472.6kN,,,,,

,故抗剪截面符合《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.9條的要求。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.10條,,,,,,,,,,,,

,,,,0.50×10-3α2ftdbh0=,590.4kN,>,r0Vd=,472.6kN,,,,,

,故可不進行斜截面抗剪承載力的驗算，僅需按(JTGD62—2004)第9.3.13條構造要求配置箍筋。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.7條,,,,,,,,,,,,

,"VCS=a1a2a30.45*10-3bh0((2+0.6ρ)fcu,k0.5ρsvfsv=",,,,693.37kN,>,r0Vd=,472.6kN,,,,,

,故斜截面內(nèi)混凝土與箍筋共同的抗剪承載力已滿足要求。,,,,,,,,,,,,

,3、左、右側(cè)板(A-C，E-F),,,,,,,,,,,,

,(1)板中,,,,,,,,,,,,

,l0=,2.50m，,h=,0.60m，,a=,0.04m，,h0=,0.56m，,b=,1.00m，,,,

,,Md=,54.28kN,·m，,Nd=,249.08kN,，Vd=,2.79kN,,,,,

,,,,e0=Md/Nd=,0.218,m,,,,,,,

,,,,i=h/121/2=,0.173,m,,,,,,,

,長細比,,,l0/i=,14.43,<17.5,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.10條，不考慮偏心距增大系數(shù)。,,,,,,,,,,,,

,,,,ξ1=0.2+2.7e0/h0=,1.254,>1.0，,取ξ1=,1.00,,,,,

,,,,ξ2=1.15-0.01l0/h=,1.108,>1.0，,取ξ2=,1.00,,,,,

,,,,η=,1+(l0/h)2ξ1ξ2h0/1400e0,,,,,,,,

,,,,η=,1.000,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.5條,,,,,,,,,,,,

,,,,e=ηe0+h/2-a=,0.476,m,,,,,,,

,,,,r0Nde=,fcdbx(h0-x/2),,,,,,,,

,,,,118.54=,11500x(,0.56-x/2),,,,,,,

,解得,,,x=,0.019m,≤,ξbh0=,0.53×,0.56=,0.296m,,,

,故為大偏心受壓構件。,,,,,,,,,,,,

,,,,As=(fcdbx-r0Nd)/fsd=,-0.000100006,m2,-=100.0,mm2,,,,,

,,,,μ=100As/(bh0)=,-0.02%,<,0.2%,,,,,,

,應按最小配筋率配置受拉鋼筋。,,,,,,,,,,,,

,選用φ12@,100mm,，,實際As=,1131.0,mm2,,,,,,,

,,,,"0.51×10-3fcu,k1/2bh0=",1422.9kN,>,r0Vd=,2.8kN,,,,,

,故抗剪截面符合《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.9條的要求。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.10條,,,,,,,,,,,,

,,,,0.50×10-3α2ftdbh0=,343.2kN,>,r0Vd=,2.8kN,,,,,

,故可不進行斜截面抗剪承載力的驗算，僅需按(JTGD62—2004)第9.3.13條構造要求配置箍筋。,,,,,,,,,,,,

,(2)結(jié)點,,,,,,,,,,,,

,l0=,2.50m，,,h=t+C2=,1.20m，,a=,0.04m，,h0=,1.16m，,b=,1.00m，,,

,,Md=,115.27kN,·m，,Nd=,249.08kN,，Vd=,92.01kN,,,,,

,,,,e0=Md/Nd=,0.463,m,,,,,,,

,,,,i=h/121/2=,0.346,m,,,,,,,

,長細比,,,l0/i=,7.22,<17.5,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.10條，不考慮偏心距增大系數(shù)。,,,,,,,,,,,,

,,,,ξ1=0.2+2.7e0/h0=,1.279,>1.0，,取ξ1=,1.00,,,,,

,,,,ξ2=1.15-0.01l0/h=,1.129,>1.0，,取ξ2=,1.00,,,,,

,,,,η=,1+(l0/h)2ξ1ξ2h0/1400e0,,,,,,,,

,,,,η=,1.000,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.5條,,,,,,,,,,,,

,,,,e=ηe0+h/2-a=,1.021,m,,,,,,,

,,,,r0Nde=,fcdbx(h0-x/2),,,,,,,,

,,,,254.25=,11500x(,1.16-x/2),,,,,,,

,解得,,,x=,0.019m,≤,ξbh0=,0.53×,1.16=,0.614m,,,

,故為大偏心受壓構件。,,,,,,,,,,,,

,,,,As=(fcdbx-r0Nd)/fsd=,-8.38699E-05,m2,-=83.9,mm2,,,,,

,,,,μ=100As/(bh0)=,-0.01%,<,0.2%,,,,,,

,應按最小配筋率配置受拉鋼筋。,,,,,,,,,,,,

,選用φ25@,210mm,，,實際As=,2337.5,mm2,,,,,,,

,,,,"0.51×10-3fcu,k1/2bh0=",2952.9kN,>,r0Vd=,92.0kN,,,,,

,故抗剪截面符合《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.9條的要求。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.10條,,,,,,,,,,,,

,,,,0.50×10-3α2ftdbh0=,712.2kN,>,r0Vd=,92.0kN,,,,,

,故可不進行斜截面抗剪承載力的驗算，僅需按(JTGD62—2004)第9.3.13條構造要求配置箍筋。,,,,,,,,,,,,

,3、中間板(B-D),,,,,,,,,,,,

,(1)板中,,,,,,,,,,,,

,l0=,2.50m，,h=,0.60m，,a=,0.04m，,h0=,0.56m，,b=,1.00m，,,,

,,Md=,184.14kN,·m，,Nd=,472.60kN,，Vd=,156.40kN,,,,,

,,,,e0=Md/Nd=,0.390,m,,,,,,,

,,,,i=h/121/2=,0.173,m,,,,,,,

,長細比,,,l0/i=,14.43,<17.5,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.10條，不考慮偏心距增大系數(shù)。,,,,,,,,,,,,

,,,,ξ1=0.2+2.7e0/h0=,2.079,>1.0，,取ξ1=,1.00,,,,,

,,,,ξ2=1.15-0.01l0/h=,1.108,>1.0，,取ξ2=,1.00,,,,,

,,,,η=,1+(l0/h)2ξ1ξ2h0/1400e0,,,,,,,,

,,,,η=,1.000,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.3.5條,,,,,,,,,,,,

,,,,e=ηe0+h/2-a=,0.650,m,,,,,,,

,,,,r0Nde=,fcdbx(h0-x/2),,,,,,,,

,,,,307.01=,11500x(,0.56-x/2),,,,,,,

,解得,,,x=,0.050m,≤,ξbh0=,0.53×,0.56=,0.297m,,,

,故為大偏心受壓構件。,,,,,,,,,,,,

,,,,As=(fcdbx-r0Nd)/fsd=,0.000306662,m2,=306.7,mm2,,,,,

,,,,μ=100As/(bh0)=,0.05%,<,0.2%,,,,,,

,應按最小配筋率配置受拉鋼筋。,,,,,,,,,,,,

,選用φ12@,100mm,，,實際As=,1131.0,mm2,,,,,,,

,,,,"0.51×10-3fcu,k1/2bh0=",1428.0kN,>,r0Vd=,156.4kN,,,,,

,故抗剪截面符合《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.9條的要求。,,,,,,,,,,,,

,由《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》(JTGD62—2004)第5.2.10條,,,,,,,,,,,,

,,,,0.50×10-3α2ftdbh0=,344.4kN,>,r0Vd=,337.4kN,,,,,

,故可不進行斜截面抗剪承載力的驗算，僅需按(JTGD62—2004)第9.3.13條構造要求配置箍筋。,,,,,,,,,,,,

,(2)結(jié)點,,,,,,,,,,,,

,l0=,2.50m，,,h=t+C2=,1.80m，,a=,0.04m，,h0=,1.76m，,b=,1.00