鋼筋混凝土單孔箱涵結(jié)構(gòu)設(shè)計計算書（excel）

1、鋼 筋 混 凝 土 箱 涵 結(jié) 構(gòu) 設(shè) 計,一 、 設(shè) 計 資 料,1、孔徑及凈空,凈跨徑,L0 = ,6,m,凈高,h0 = ,3.6,m,2、設(shè)計安全等級,一級,結(jié)構(gòu)重要性系數(shù),r0 =,1.1 ,3、汽車荷載,荷載等級,公路 ,級,4、填土情況,涵頂填土高度,H =,3.4,m,土的內(nèi)摩擦角, =,30,填土容重,1 =,18,kN/m3,地基容許承載力,0 =,259.6,kPa,5、建筑材料,普通鋼筋種類,HRB335,主鋼筋直徑,25,mm,鋼筋抗拉強度設(shè)計值,fsd =,280,MPa,涵身混凝土強度等級,C,30,涵身混凝土抗壓強度設(shè)計值,fcd =,13.8,MPa,涵身混凝

2、土抗拉強度設(shè)計值,ftd =,1.39,MPa,鋼筋混凝土重力密度,2 =,25,kN/m3,基礎(chǔ)混凝土強度等級,C,20,混凝土重力密度,3 =,24,kN/m3,二 、 設(shè) 計 計 算,(一)截面尺寸擬定 (見圖L-01),頂板、底板厚度, =,0.4,m,C1 =,0.05,m,側(cè)墻厚度,t =,0.4,m,C2 =,0.05,m,橫梁計算跨徑,LP = L0+t =,6.4,m,L = L0+2t =,6.8,m,側(cè)墻計算高度,hP = h0+ =,4,m,h = h0+2 =,4.4,m,基礎(chǔ)襟邊,c =,0.2,m,基礎(chǔ)高度,d =,0.2,m,基礎(chǔ)寬度,B =,7.2,m,圖 L

3、-01,(二)荷載計算,1、恒載,恒載豎向壓力,p恒 = 1H+2 =,71.20 ,kN/m2,恒載水平壓力,頂板處,eP1 = 1Htan2(45-/2) =,20.40 ,kN/m2,底板處,eP2 = 1(H+h)tan2(45-/3) =,46.80 ,kN/m2,2、活載,汽車后輪著地寬度0.6m，由公路橋涵設(shè)計通用規(guī)范(JTG D602004)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=,2.26 m, 1.3/2 m, 1.8/2 m,故橫向分布寬度,a = (0.6/2+Htan30)2+1.3 =,5.826 ,m,同理，縱向，

4、汽車后輪著地長度0.2m,0.2/2+Htan30=,2.063 m, 1.4/2 m,故,b = (0.2/2+Htan30)2 =,4.126 ,m,G =,140,kN,車輛荷載垂直壓力,q車 = G/(ab) =,5.82 ,kN/m2,車輛荷載水平壓力,e車 = q車tan2(45-/2) =,1.94 ,kN/m2,(三)內(nèi)力計算,1、構(gòu)件剛度比,K = (I1/I2)(hP/LP) =,0.63 ,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 = MaB = MaC = MaD =,-1/(K+1)pLP2/12,橫梁內(nèi)法向力,Na1

5、= Na2 = ,0,側(cè)墻內(nèi)法向力,Na3 = Na4 = ,pLP/2,恒載,p = p恒 =,71.20 ,kN/m2,MaA = MaB = MaC = MaD =,-149.56 ,kNm,Na3 = Na4 = ,227.84 ,kN,車輛荷載,p = q車 =,5.82 ,kN/m2,MaA = MaB = MaC = MaD =,-12.23 ,kNm,圖 L-02,Na3 = Na4 = ,18.64 ,kN,(2)b種荷載作用下 (圖L-03),MbA = MbB = MbC = MbD =,-K/(K+1)phP2/12,Nb1 = Nb2 = ,phP/2,Nb3 = N

6、b4 = ,0,恒載,p = eP1 =,20.40 ,kN/m2,MbA = MbB = MbC = MbD =,-10.46 ,kNm,Nb1 = Nb2 = ,40.80 ,kN,(3)c種荷載作用下 (圖L-04),圖 L-03,McA = McD =,-K(3K+8)/(K+1)(K+3)phP2/60,McB = McC =,-K(2K+7)/(K+1)(K+3)phP2/60,Nc1 =,phP/6+(McA-McB)/hP,Nc2 =,phP/3-(McA-McB)/hP,Nc3 = Nc4 = ,0,恒載,p = eP2-eP1 =,26.40 ,kN/m2,McA = Mc

7、D =,-7.38 ,kNm,McB = McC =,-6.16 ,kNm,Nc1 =,17.30 ,kN,Nc2 =,35.50 ,kN,圖 L-04,(4)d種荷載作用下 (圖L-05),MdA =,-K(K+3)/6(K2+4K+3)+(10K+2)/(15K+5)phP2/4,MdB =,-K(K+3)/6(K2+4K+3)-(5K+3)/(15K+5)phP2/4,MdC =,-K(K+3)/6(K2+4K+3)+(5K+3)/(15K+5)phP2/4,MdD =,-K(K+3)/6(K2+4K+3)-(10K+2)/(15K+5)phP2/4,Nd1 =,(MdD-MdC)/hP

8、,Nd2 =,phP-(MdD-MdC)/hP,Nd3 = -Nd4 = ,-(MdB-MdC)/LP,車輛荷載,p = e車 =,1.94 ,kN/m2,MdA =,-4.95 ,kNm,MdB =,2.81 ,kNm,MdC =,-3.81 ,kNm,MdD =,3.96 ,kNm,圖 L-05,Nd1 =,1.94 ,kN,Nd2 =,5.82 ,kN,Nd3 = -Nd4 = ,-1.03 ,kN,(5)節(jié)點彎矩、軸力計算及荷載效應(yīng)組合匯總表,按公路橋涵設(shè)計通用規(guī)范(JTG D602004)第4.1.6條進行承載能力極限狀態(tài)效應(yīng)組合,荷載種類,M (kNm),N (kN),MA,MB,

9、MC,MD,N1,N2,N3,N4,恒載,a,-149.56 ,-149.56 ,-149.56 ,-149.56 ,0,0,227.84 ,227.84 ,1.2結(jié)構(gòu)、土的重力,-179.47 ,-179.47 ,-179.47 ,-179.47 ,0,0,273.41 ,273.41 ,b,-10.46 ,-10.46 ,-10.46 ,-10.46 ,40.80 ,40.80 ,0,0,c,-7.38 ,-6.16 ,-6.16 ,-7.38 ,17.30 ,35.50 ,0,0,1.4土側(cè)壓力,-24.97 ,-23.27 ,-23.27 ,-24.97 ,81.34 ,106.82

10、,0,0,車輛荷載,a,-12.23 ,-12.23 ,-12.23 ,-12.23 ,0,0,18.64 ,18.64 ,d,-4.95 ,2.81 ,-3.81 ,3.96 ,1.94 ,5.82 ,-1.03 ,1.03 ,1.4汽車,-24.06 ,-13.19 ,-22.46 ,-11.58 ,2.72 ,8.15 ,24.64 ,27.54 ,荷載效應(yīng)組合,-228.50 ,-215.93 ,-225.20 ,-216.03 ,84.05 ,114.98 ,298.05 ,300.95 ,3、構(gòu)件內(nèi)力計算(跨中截面內(nèi)力),(1)頂板 (圖L-06),x =,LP/2,P = 1.2

11、p恒+1.4q車 =,93.59 ,kN,Nx = N1 =,84.05 ,kN,Mx = MB+N3x-Px2/2 =,258.63 ,kNm,Vx = Px-N3 =,1.45 ,kN,(2)底板 (圖L-07),圖 L-06,1 =,1.2p恒+1.4(q車-3e車HP2/LP2),=,90.41 ,kN/m2,2 =,1.2p恒+1.4(q車+3e車HP2/LP2),=,96.78 ,kN/m2,x =,LP/2,Nx = N3 =,298.05 ,kN,Mx =,MA+N3x-1x2/2-x3(2-1)/6LP,=,256.94 ,kNm,Vx =,1x+x2(2-1)/2LP-N3

12、,圖 L-07,=,-3.65 ,kN,(3)左側(cè)墻 (圖L-08),1 =,1.4eP1+1.4e車,=,31.28 ,kN/m2,2 =,1.4eP2+1.4e車,68.24 ,kN/m2,x =,hP/2,Nx = N3 =,298.05 ,kN,Mx =,MB+N1x-1x2/2-x3(2-1)/6hP,=,-122.70 ,kNm,Vx =,1x+x2(2-1)/2hP-N1,圖 L-08,=,-3.02 ,kN,(4)右側(cè)墻 (圖L-09),1 = 1.4eP1 =,28.56 ,kN/m2,2 = 1.4eP2 =,65.52 ,kN/m2,x =,hP/2,Nx = N4 =,

13、300.95 ,kN,Mx = ,MC+N1x-1x2/2-x3(2-1)/6hP,=,-126.53 ,kNm,Vx =,1x+x2(2-1)/2hP-N1 ,=,-8.45 ,kN,圖 L-09,(5)構(gòu)件內(nèi)力匯總表,構(gòu)件,Md,Nd,Vd,Md,Nd,Vd,Md,Nd,Vd,B - C,B,B-C,C,-215.93 ,84.05 ,298.05 ,258.63 ,84.05 ,1.45 ,-225.20 ,84.05 ,300.95 ,A - D,A,A-D,D,-228.50 ,114.98 ,298.05 ,256.94 ,114.98 ,-3.65 ,-216.03 ,114.9

14、8 ,300.95 ,B - A,B,B-A,A,-215.93 ,298.05 ,84.05 ,-122.70 ,298.05 ,-3.02 ,-228.50 ,298.05 ,114.98 ,C - D,C,C-D,D,-225.20 ,300.95 ,84.05 ,-126.53 ,300.95 ,-8.45 ,-216.03 ,300.95 ,114.98 ,(四)截面設(shè)計,1、頂板 (B-C),鋼筋按左、右對稱，用最不利荷載計算。,(1)跨中,l0 =,6.40 m ，,h =,0.40 m ，,a =,0.03 m ，,h0 =,0.37 m ，,b =,1.00 m ，,Md =

15、,258.63 kN,m ，,Nd =,84.05 kN,， Vd =,1.45 kN,e0 = Md/Nd =,3.077 ,m,i =h/121/2 = ,0.115 ,m,長細比,l0/i =,55.43 , 17.5,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.10條,1 = 0.2+2.7e0/h0 =,22.654 , 1.0 ，,取1 =,1.00 ,2 = 1.15-0.01l0/h =,0.990 , 1.0 ，,取2 =,0.99 , =,1+(l0/h)212h0/1400e0, =,1.022 ,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)

16、范(JTG D622004)第5.3.5條,e = e0+h/2-a =,3.314 ,m,r0Nde =,fcdbx(h0-x/2),306.41 =,13800 x(,0.37-x/2),解得,x =,0.066 m,bh0 =,0.56,0.37 =,0.207 m,故為大偏心受壓構(gòu)件。, ,As = (fcdbx-r0Nd)/fsd =,0.002916419,m2,= 2916.4,mm2, = 100As/(bh0) =,0.79 %,0.2 %,符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第9.1.12條的要求。,選用 25 ,160 mm,，,實際 A

17、s =,3068.0 ,mm2,0.5110-3fcu,k1/2bh0 =,1033.6 kN,r0Vd =,1.6 kN,故抗剪截面符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.9條的要求。,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.10條,0.5010-32ftdbh0 =,257.2 kN,r0Vd =,1.6 kN,故可不進行斜截面抗剪承載力的驗算，僅需按(JTG D622004)第9.3.13條構(gòu)造要求配置箍筋。,(2)結(jié)點,l0 =,6.40 m ，,h = +C1 =,0.45 m ，,a =,0.03 m ，

18、,h0 =,0.42 m ，,b =,1.00 m ，,Md =,225.20 kN,m ，,Nd =,84.05 kN,， Vd =,300.95 kN,e0 = Md/Nd =,2.679 ,m,i =h/121/2 = ,0.130 ,m,長細比,l0/i =,49.27 , 17.5,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.10條,1 = 0.2+2.7e0/h0 =,17.424 , 1.0 ，,取1 =,1.00 ,2 = 1.15-0.01l0/h =,1.008 , 1.0 ，,取2 =,1.00 , =,1+(l0/h)212h0/140

19、0e0, =,1.023 ,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.5條,e = e0+h/2-a =,2.935 ,m,r0Nde =,fcdbx(h0-x/2),271.36 =,13800 x(,0.42-x/2),解得,x =,0.050 m,bh0 =,0.56,0.42 =,0.235 m,故為大偏心受壓構(gòu)件。, ,As = (fcdbx-r0Nd)/fsd =,0.002122568,m2,= 2122.6,mm2, = 100As/(bh0) =,0.51 %,0.2 %,符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004

20、)第9.1.12條的要求。,選用 25 ,230 mm,，,實際 As =,2134.2 ,mm2,0.5110-3fcu,k1/2bh0 =,1173.2 kN,r0Vd =,331.0 kN,故抗剪截面符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.9條的要求。,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.10條,0.5010-32ftdbh0 =,364.9 kN,r0Vd =,331.0 kN,故可不進行斜截面抗剪承載力的驗算，僅需按(JTG D622004)第9.3.13條構(gòu)造要求配置箍筋。,2、底板 (A-D),鋼筋

21、按左、右對稱，用最不利荷載計算。,(1)跨中,l0 =,6.40 m ，,h =,0.40 m ，,a =,0.03 m ，,h0 =,0.37 m ，,b =,1.00 m ，,Md =,256.94 kN,m ，,Nd =,114.98 kN,， Vd =,3.65 kN,e0 = Md/Nd =,2.235 ,m,i =h/121/2 = ,0.115 ,m,長細比,l0/i =,55.43 , 17.5,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.10條,1 = 0.2+2.7e0/h0 =,16.507 , 1.0 ，,取1 =,1.00 ,2 =

22、1.15-0.01l0/h =,0.990 , 1.0 ，,取2 =,0.99 , =,1+(l0/h)212h0/1400e0, =,1.030 ,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.5條,e = e0+h/2-a =,2.472 ,m,r0Nde =,fcdbx(h0-x/2),312.60 =,13800 x(,0.37-x/2),解得,x =,0.067 m,bh0 =,0.56,0.37 =,0.207 m,故為大偏心受壓構(gòu)件。, ,As = (fcdbx-r0Nd)/fsd =,0.002867822,m2,= 2867.8,mm2, =

23、100As/(bh0) =,0.78 %,0.2 %,符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第9.1.12條的要求。,選用 25 ,170 mm,，,實際 As =,2887.5 ,mm2,0.5110-3fcu,k1/2bh0 =,1033.6 kN,r0Vd =,4.0 kN,故抗剪截面符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.9條的要求。,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.10條,0.5010-32ftdbh0 =,257.2 kN,r0Vd =,4.0 kN,故可不進行斜截

24、面抗剪承載力的驗算，僅需按(JTG D622004)第9.3.13條構(gòu)造要求配置箍筋。,(2)結(jié)點,l0 =,6.40 m ，,h = +C1 =,0.45 m ，,a =,0.03 m ，,h0 =,0.42 m ，,b =,1.00 m ，,Md =,228.50 kN,m ，,Nd =,114.98 kN,， Vd =,298.05 kN,e0 = Md/Nd =,1.987 ,m,i =h/121/2 = ,0.130 ,m,長細比,l0/i =,49.27 , 17.5,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.10條,1 = 0.2+2.7e0/

25、h0 =,12.976 , 1.0 ，,取1 =,1.00 ,2 = 1.15-0.01l0/h =,1.008 , 1.0 ，,取2 =,1.00 , =,1+(l0/h)212h0/1400e0, =,1.031 ,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.5條,e = e0+h/2-a =,2.243 ,m,r0Nde =,fcdbx(h0-x/2),283.69 =,13800 x(,0.42-x/2),解得,x =,0.052 m,bh0 =,0.56,0.42 =,0.235 m,故為大偏心受壓構(gòu)件。, ,As = (fcdbx-r0Nd)/fs

26、d =,0.002120452,m2,= 2120.5,mm2, = 100As/(bh0) =,0.50 %,0.2 %,符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第9.1.12條的要求。,選用 25 ,230 mm,，,實際 As =,2134.2 ,mm2,0.5110-3fcu,k1/2bh0 =,1173.2 kN,r0Vd =,327.9 kN,故抗剪截面符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.9條的要求。,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.10條,0.5010-32ft

27、dbh0 =,364.9 kN,r0Vd =,327.9 kN,故可不進行斜截面抗剪承載力的驗算，僅需按(JTG D622004)第9.3.13條構(gòu)造要求配置箍筋。,3、左、右側(cè)板 (B-A，C-D),(1)板中,l0 =,4.00 m ，,h =,0.40 m ，,a =,0.03 m ，,h0 =,0.37 m ，,b =,1.00 m ，,Md =,126.53 kN,m ，,Nd =,300.95 kN,， Vd =,8.45 kN,e0 = Md/Nd =,0.420 ,m,i =h/121/2 = ,0.115 ,m,長細比,l0/i =,34.64 , 17.5,由公路鋼筋混凝土

28、及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.10條,1 = 0.2+2.7e0/h0 =,3.268 , 1.0 ，,取1 =,1.00 ,2 = 1.15-0.01l0/h =,1.050 , 1.0 ，,取2 =,1.00 , =,1+(l0/h)212h0/1400e0, =,1.063 ,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.5條,e = e0+h/2-a =,0.617 ,m,r0Nde =,fcdbx(h0-x/2),204.21 =,13800 x(,0.37-x/2),解得,x =,0.042 m,bh0 =,0.56,

29、0.37 =,0.207 m,故為大偏心受壓構(gòu)件。, ,As = (fcdbx-r0Nd)/fsd =,0.000908737,m2,= 908.7,mm2, = 100As/(bh0) =,0.25 %,0.2 %,符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第9.1.12條的要求。,選用 25 ,540 mm,，,實際 As =,909.0 ,mm2,0.5110-3fcu,k1/2bh0 =,1033.6 kN,r0Vd =,9.3 kN,故抗剪截面符合公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.9條的要求。,由公路鋼筋混凝土及預(yù)

30、應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.2.10條,0.5010-32ftdbh0 =,257.2 kN,r0Vd =,9.3 kN,故可不進行斜截面抗剪承載力的驗算，僅需按(JTG D622004)第9.3.13條構(gòu)造要求配置箍筋。,(2)結(jié)點,l0 =,4.00 m ，,h = t+C2 =,0.45 m ，,a =,0.03 m ，,h0 =,0.42 m ，,b =,1.00 m ，,Md =,228.50 kN,m ，,Nd =,298.05 kN,， Vd =,114.98 kN,e0 = Md/Nd =,0.767 ,m,i =h/121/2 = ,0.130 ,m,長細比,l0/i =,30.79 , 17.5,由公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTG D622004)第5.3.10條,1 = 0.2+2.7e0/h0 =,5.129 , 1.0 ，,取1 =,1.00 ,2 = 1.15-0.01l0/h =,1.061 , 1.0 ，,取2 =,1.00 , =,1+(l0/h)21