Box Culvert Two Barrel

DESIGN OF BOX STRUCTURE FOR ROAD CROSSING THE CANAL

Number of vents= 2Height 1.62mWidth of each bay 3.49m

INPUT DATA:Unit weight of concrete= 2.50 t/cum

Concentrated Load on the Culvert roof= 0.00 t

Uniform live load(due to material stacking etc) 0.00Height of soil over the Culvert roof= 6.88 mDepth of water in canal 0.00 mHeight of saturated soil from roof 6.88 mDensity of soil= 1.80 t/sq.mDensity of saturated soil= 2.00 t/sq.m

Angle of internal friction 25.00 degCoeff. Of earth pressure at rest 0.50thickness of vent= 0.60Effective length= 4.09 mEffective height= 2.22 moffsets on either side= 0.0 m

DEAD LOADSDistributed load due to stacks 0.00 t/sq.mWeight of embankment above sat. line( dry ) 0.00 t/sq.mSubmerged weight of soil= 6.88 t/sq.mWeight of water 6.88 t/sq.mWeight of traffic load on service road( from top) 0.00 t/sq.m

t/m2

Weight of top slab= 1.50 t/sq.mWeight of the lining of canal 0.00 t/sq.mTotal Dead load(excl. top slab)= 13.76 t/sq.m [ A ]

Width of the bearing area of the structure 8.78 mTotal load 120.81 tWeight of vent/m lengthWeight of box structure 33.61 tAdd weight of wearing for road way= 0.00 tAdd weight of wearing coat at top = 0.00 t

33.61 t [ B ]

Add IRC class AA tracked(eqv.) load on the slab(on both vents)= 0.00 t [ C ]With dispersion=Total load [A+B+C] 47.38 t

Uplift from the foundation= 0.00 t

Add for unforseen load= 0.05 6.04 tTotal load on the foundation= 174.22 tArea on the foundation= 8.78 sq.mReaction side walls(max. when there is no traffic) 40.27 t

Eccetricity side walls= 0.023236 m say 0.03 m

Compressive stress in side walls= 8.72 kg/sq.cm okayOn outer fibre 4.70 kg/sq.cm okay

Total pressure on the foundation(q)= 13.76 t/sq.mPressure acting on the base slab=(uplift-q)= 13.76 t/sq.mNet upward pressure on the slab=p-wt. of slab= 12.26 t/sq.mNet upward pressure on the slab(assumin 50% drainage) 12.26 t/sq.m

Earth pressure:

15.26t/sqm

11.82t/sqm

16.05t/sqm

LOAD DIAGRAM 12.26t/sqm

SATURATION LINE

30500min

Dle

ZONE-I ZONE-II ZONE-III

25.15 22.31 23.15

SAY 20.00 15.00 17.00

DISPERSION OF LOAD

0 t

3.60m

3.60m

0.85m 0.85m

17.36m

L= 4.60m

14.61m W= 1.85m

p= 4.11t/sqm

SATURATION LINE

UDL on roof slab:Distributed load due to stacks 0.00t/sqmweight of dry soil weight= 0.00t/sqmsubmerged weight of soil 6.88t/sqmWeight of water 6.88t/sqmWeight of traffic load 0.00t/sqmTotal= 13.76t/sqm

Total load on the roof= 129.065 tsay 130.00t/sqm

Load on each wall= 43.33t/sqmsay 45.00t/sqm

Intensity of Rectangular pressure due to soil=earth pressure due to dry soil 0.00t/sqm earth pressure due to sub. soil 3.44t/sqmwater pressure 6.88t/sqmdue to side wall= 1.50t/sqmTotal= 11.82t/sqm

Intensity earth pressure at base=earth pressure due to dry soil 0.00t/sqm earth pressure due to sub. soil 4.85t/sqmwater pressure 9.70t/sqmdue to side wall= 1.50t/sqmTotal= 16.05t/sqm

Permissible stresses:

Grade of concrete 20

Grade steel 415

Permissible stress in concrete 7

Permissible stress in steel 190.0m= 13.33k= 0.329j= 0.890

Q= 1.026

N/mm2

N/mm2

N/mm2

N/mm2

bd2

21.26 t-m

17.08 t-m

4.85 t-m

0.69 t-m

1.04 t-mTotal fixed moments at joint A= 5.54 t-mTotal fixed moments at joint D= 5.89 t-m

Distribution factors:

EI=constant for all members

0.30303

0.357143JOINT -A

for member AB r_1 0.6483for member AB r_2 0.3517

JOINT -D

for member DA 0.64829937for member DC 0.35170063

JOINT C D A BMEMBER CD DC DA AD AB BADF 0.35 0.65 0.65 0.35 0.65F.E.M. -17.08 17.08 -5.89 5.54 -21.26 21.26BALANCE -3.94 -7.26 10.19 5.53C.O -1.97 5.10 -3.63 2.76BALANCE -1.79 -3.30 2.35 1.28C.O -0.90 1.18 -1.65 0.64BALANCE -0.41 -0.76 1.07 0.58C.O -0.21 0.54 -0.38 0.29BALANCE -0.19 -0.35 0.25 0.13C.O -0.09 0.12 -0.17 0.07BALANCE -0.04 -0.08 0.11 0.06C.O -0.02 0.06 -0.04 0.03BALANCE -0.02 -0.04 0.03 0.01C.O -0.01 0.01 -0.02 0.01

BALANCE 0.00 -0.01 0.01 0.01

TOTAL -20.28 10.68 -10.68 13.66 -13.66 25.06

MAB=

MCD=

MDA due to rect. load=

MAD due to triangular. load=

MDA due to triangular. load=

KAB=KBA KBE=KEB KDC=KCD KCF=KFC =EI/L1=

KBC=KCB KEF=KFE KAD=KDA =EI/L2=

SPAN ABSagging moment at face 8.674 t-mFixed moment at face= 24.331 t-mNet fixing at face= 15.657 t-m

Sagging moment at centre= 31.894 t-mfixed moments at centre= 19.360 t-mNet sagging moments at centre= 12.534 t-m

SPAN CDSagging moments at face= 6.969 t-mFixing moments at face= 19.667 t-mNet fixing moments at face= 12.698 t-m


SPAN AD

Sagging moments at face=Due to rectangular load: 3.401 t-mDue to triangular portion 0.466 t-mTotal sagging moment= 3.867 t-m

fixed moments at centre= 11.086 t-mNet sagging moments at centre= 7.219 t-m

Sagging moments at centre=Due to rectangular load: 7.270 t-mDue to triangular portion 1.331 t-mTotal sagging moment= 8.602 t-m

fixed moments at centre= 12.172 t-mNet sagging moments at centre= -3.570 t-m

G251

not understood

G260

not understood

13.66t-m

12.53t-m

-3.57t-m

10.14t-m

10.68t-m

Bending moment diagram

the net moments at face and centre of the different spans are tabulated below:

Span Moments(t-m) d D steel Dia of bar area

at face cm cm sq.cm mm mm2AB 15.657 hogging 39.06 50.00 23.14 20.00 3.14CD 12.698 hogging 35.17 45.00 21.45 20.00 3.14AD 7.219 hogging 26.52 40.00 14.23 20.00 3.14max. 15.657 hogging

Span Moments at face( t-m) d D steel Dia of bar area

at centre cm cm sq.cm mm mm2AB 12.534 sagging 34.95 45.0 21.17 20 3.141593CD 10.143 sagging 31.44 45.0 17.13 20 3.141593AD -3.570 sagging 18.65 30.0 10.55 20 3.141593max. 12.534 sagging

Maximum B.M. considered= 15.657 t-m

Minimum effective thickness required=d= 39.06 cmAssuming cover= 5 cmDia of bar= 25 mmOverall depth= 51.56 cmOverall depth adopted= 60 cm

DESIGN OF BOX STRUCTURE FOR ROAD CROSSING THE CANAL

Scheme :Upper Tunga ProjecClient : Karnataka Neeravari Nigam LtdConsultant: Karnataka Power Corporation Ltd

Case : IRC loading the vent+water in the canal+trafic on service road

The box structure is proposed for the road to cross the canal. The difference in formation levelof road and the Upper Tunga Canal, at 124the Km, the road is designed to run below the canalthrough the box structure. As per the IRC requirements the box structure should be minimum5m in height. The height increased by 0.5m as per the clients requirements. The structureshould be founded on the compacted murrum/garnular soil/MSM in layers of 30cm & whosebearing capacity shall not be less than 30t/sq.m

The design is based on the IS 456, is 6403, IS 2131, IS 2950, IS 8009, IRC 21, IRC 78, IRC 89etc., and standard books on irrigation structuressize of vent=

Number of vents= 2Height 5.50mWidth of each bay 5.50m

INPUT DATA:Unit weight of concrete= 2.40 t/cumConcentrated Load on the Culvert roof= 0.00 t

Uniform live load(due to material stacking etc) 0.00Height of soil over the Culvert roof= 0.00 mDepth of water in canal 3.50 mHeight of saturated soil from roof 0.00 mDensity of soil= 1.95 t/sq.mDensity of saturated soil= 2.10 t/sq.m

Angle of internal friction 30.00 degCoeff. Of earth pressure at rest 0.50thickness of vent= 0.90Effective length= 6.40 mEffective height= 6.40 moffsets on either side= 1.0 m

DEAD LOADSDistributed load due to stacks 0.00 t/sq.mWeight of embankment above sat. line( dry ) 0.00 t/sq.mSubmerged weight of soil= 0.00 t/sq.mWeight of water 0.00 t/sq.mWeight of traffic load on service road( from top) 0.00 t/sq.mWeight of top slab= 2.16 t/sq.mWeight of the lining of canal 1.44 t/sq.m

t/m2

Total Dead load(excl. top slab)= 1.44 t/sq.m [ A ]

Width of the bearing area of the structure 15.70 mTotal load 22.61 tWeight of vent/m lengthWeight of box structure 99.14 tAdd weight of wearing for road way= 1.98 tAdd weight of wearing coat at top = 3.29 t

104.41 t [ B ]

Add IRC class AA tracked(eqv.) load on the slab(on both vents)= 140.00 t [ C ]With dispersion=Total load [A+B+C] 245.85 t

Uplift from the foundation= 114.61 t

Add for unforseen load= 0.05 1.13 tTotal load on the foundation= 154.98 tArea on the foundation= 15.70 sq.mReaction side walls(max. when there is no traffic) 45.74 t

Eccetricity side walls= 0.041 m say 0.05 m

Compressive stress in side walls= 6.61 kg/sq.cm okayOn outer fibre 3.56 kg/sq.cm okay

Total pressure on the foundation(q)= 8.74 t/sq.mPressure acting on the base slab=(uplift-q)= 1.44 t/sq.mNet upward pressure on the slab=p-wt. of slab= 0.36 t/sq.mNet upward pressure on the slab(assumin 50% drainage) 2.93 t/sq.m

Earth pressure:

3.60t/sqm

2.16t/sqm

13.48t/sqm

LOAD DIAGRAM 6.58t/sqm

SATURATION LINE

30500min

Dle

ZONE-I ZONE-II ZONE-III

4.50 8.55 2.50

SAY 20.00 15.00 17.00

DISPERSION OF LOAD

70 t

3.60m

3.60m

0.85m 0.85m

3.60m

L= 4.60m

0.85m W= 1.85m

p= 4.11t/sqm

UDL on roof slab:Distributed load due to stacks 0.00t/sqmweight of dry soil weight= 0.00t/sqmsubmerged weight of soil 0.00t/sqmWeight of water 0.00t/sqmWeight of traffic load 22.88t/sqmTotal= 22.88t/sqm

Total load on the roof= 333.987 tsay 330.00t/sqm

Load on each wall= 110.00t/sqmsay 110.00t/sqm

Intensity of Rectangular pressure due to soil=earth pressure due to dry soil 0.00t/sqm earth pressure due to sub. soil 0.00t/sqmwater pressure 0.00t/sqmdue to side wall= 2.16t/sqmTotal= 2.16t/sqm

Intensity earth pressure at base=earth pressure due to dry soil 0.00t/sqm earth pressure due to sub. soil 4.02t/sqmwater pressure 7.30t/sqmdue to side wall= 2.16t/sqmTotal= 13.48t/sqm

Permissible stresses:

Grade of concrete 20

Grade steel 415

Permissible stress in concrete 7

Permissible stress in steel 190.0m= 13.33k= 0.329j= 0.890

Q= 1.026

N/mm2

N/mm2

N/mm2

N/mm2

bd2

12.29 t-m

22.46 t-m

7.37 t-m

15.45 t-m

23.17 t-mTotal fixed moments at joint A= 22.82 t-mTotal fixed moments at joint D= 30.55 t-m

Distribution factors:

EI=constant for all members

0.30303

0.357143JOINT -A

for member AB r_1 0.5000for member AB r_2 0.5000

JOINT -D

for member DA 0.5for member DC 0.5

JOINT C D A BMEMBER CD DC DA AD AB BADF 0.50 0.50 0.50 0.50 0.50F.E.M. -22.46 22.46 -30.55 22.82 -12.29 12.29BALANCE 4.04 4.04 -5.27 -5.27C.O 2.02 -2.63 2.02 -2.63BALANCE 1.32 1.32 -1.01 -1.01C.O 0.66 -0.51 0.66 -0.51BALANCE 0.25 0.25 -0.33 -0.33C.O 0.13 -0.16 0.13 -0.16BALANCE 0.08 0.08 -0.06 -0.06C.O 0.04 -0.03 0.04 -0.03BALANCE 0.02 0.02 -0.02 -0.02C.O 0.01 -0.01 0.01 -0.01BALANCE 0.01 0.01 0.00 0.00C.O 0.00 0.00 0.00 0.00

BALANCE 0.00 0.00 0.00 0.00

TOTAL -19.60 28.18 -28.18 18.98 -18.98 8.94

MAB=

MCD=

MDA due to rect. load=

MAD due to triangular. load=

MDA due to triangular. load=

KAB=KBA KBE=KEB KDC=KCD KCF=KFC =EI/L1=

KBC=KCB KEF=KFE KAD=KDA =EI/L2=

SPAN ABSagging moment at face 4.820 t-mFixed moment at face= 9.560 t-mNet fixing at face= 4.740 t-m


SPAN CDSagging moments at face= 8.809 t-mFixing moments at face= 20.130 t-mNet fixing moments at face= 11.321 t-m


SPAN AD

Sagging moments at face=Due to rectangular load: 2.892 t-mDue to triangular portion 5.427 t-mTotal sagging moment= 8.318 t-m


Sagging moments at centre=Due to rectangular load: 11.059 t-mDue to triangular portion 29.671 t-mTotal sagging moment= 40.730 t-m


G251

not understood

G260

not understood

18.98t-m

4.47t-m

17.15t-m

9.80t-m

28.18t-m

Bending moment diagram

the net moments at face and centre of the different spans are tabulated below:

Span Moments(t-m) d D steel Dia of bar area

at face cm cm sq.cm mm mm2AB 4.740 hogging 21.49 35.00 11.21 25.00 4.91CD 11.321 hogging 33.21 45.00 19.12 25.00 4.91AD 19.212 hogging 43.26 55.00 25.24 25.00 4.91max. 19.212 hogging

Span Moments at face( t-m) d D steel Dia of bar area

at centre cm cm sq.cm mm mm2AB 4.470 sagging 20.87 35.0 10.57 25 4.908739CD 9.800 sagging 30.90 45.0 16.56 25 4.908739AD 17.150 sagging 40.88 55.0 22.53 25 4.908739max. 17.150 sagging

Maximum B.M. considered= 19.212 t-m

Minimum effective thickness required=d= 43.26 cmAssuming cover= 5 cmDia of bar= 25 mmOverall depth= 55.76 cmOverall depth adopted= 60 cm

DESIGN OF COLUMN

100.00COLUMN SIZE [ B x D] in cms 100.00X 70.00Axial load on the column P= 135.00 tTotal shear force= #REF! tMoment 4.73 t-mGrade of concrete M20 70.00Grade of steel Fe415Permissible stress in steel Fe1900 kg/sqcm

m= 13.33m-1= 12.33cover 5.00 cm

sl. Bar Dia A1(m-1) A1y1(m-1) kNo. No sq.cm cm

mm1 25 1 4.91 5.00 60.54 302.71 -30.86 57642 2 25 1 4.91 20.00 60.54 1210.82 -15.86 15221 3 25 1 4.91 35.00 60.54 2118.94 -0.86 44 4 25 1 4.91 50.00 60.54 3027.06 14.14 12111 5 25 1 4.91 65.00 60.54 3935.17 29.14 51421 6 25 1 4.91 80.00 60.54 4843.29 44.14 117975 7 25 1 4.91 95.00 60.54 5751.41 59.14 211772

Total 34.36 350.00 423.79 21189.39 99.01 211771.59Note: y1* is measured from edge of the column

Eccentricity e=M/P= 3.50 cm(e=D/4= 17.5 cm )

Equivalent area Ae=B x D + (m-1)Ast= 7423.79 sq.cm

Distance of C.G. of section from the face y_bar= 35.86 cm

Equivalent M.I.=Ie= 3075237.39

Maximum compressive stress=

Ast y1* (m-1)Ast k2

cm4

X

X

Y Y

))(2

( yDeyD

I

P

A

Pf

ee

Pmax= 18.18+ 3.96 = 22.147 kg/sq.cmPmin= 18.18- 3.96 = 14.222 kg/sq.cm

OKAYCHECK FOR STRESSES LARGE ECCENTRICITY:

Ac= 7000 sq.cme= 3.50 cm k= 0.07 kD= 5

D= 70.00 cm k'= 0.07 k'D= 5B= 100.00 cm Ast= 19.63 sq.cm

m-1= 12.33 Asc= 14.73 sq.cmm= 13.33 n = 46.44 cm

B x m x 0.5(D-kD-n/3)+(m-1) Ast (n-k'D)/n x (D-kD-k'D)= 124708.3

=B*n*0.5+(m-1)*Ast*((n-k'D)/kD)-m*Ast*(D-kD-Asc)/Asc= 3722.60

RHS 33.50

LHS =e+0.5*D-kD= 33.500.00

From the equation :

P = B n fc /2 +( m -1) Ac fc ( n - k' D)( D - k D - n )/n

Therefore ,

fc= 55.81 Kg/sq cms okay

Therefore, ta = m fc (D - k D - n) / n

stress in tensile steel= ta = 297.43581 Kg/sq cms okay

stress in compresion steel = tc= m fc (D - k' D ) / n

Therefore , tc= 677.523 Kg/sq cms

Asc)/Asc-kD-mAst(D-D)/kD)k'-1)Ast((n-(m+0.5Bn

D)k'-kD-D)/n(Dk'-1)Ast(n-(m+n/3)-kD-0.5Bm(D

solve using solver

H67

solve using solver

A Ast6 P Ast2 B

Ast1

Ast3 Ast5

Ast4Ast7C Q D

Section 1 2 3 4 5

8000 7658 7318 6977 6637h1 mm 5700 6094 6488 6882 7319h2 mm 2800 2406 2012 1618 1240

L H Depth Location Dsgn Ast Min Ast1 Ast1 pr Dia a Spacing2000 3000 600 AP 750 1500 1500 20 314.1593 150

PBACCQQDBD

Dsgn Ast Min Ast2 Ast2 pr Dia a Spacing Max spacing 20 cm750 785.3982 785.398163397448 20 314.1593 400

Span d D Ast req area spacingcm cm sq.cm mm mm2 cm cm sq.cm

Section 1 W 8000 h1 5700 h2 2800AB 16.72216 40.3645125996105 55 21.97053 20 3.141593 14.29912 13.5 23.272CD 12.48798 34.8818576528035 45 21.09525 20 3.141593 14.89242 13.5 23.272AD 8.618664 28.9783445045488 40 16.98554 20 3.141593 18.49569 18 17.454max. 16.72216 HoggingAB 12.76295 35.263802408296 50 18.86478 20 3.141593 16.65321 16.5 19.04CD 9.585527 30.5605786538898 45 16.1923 20 3.141593 19.40176 18 17.454AD 3.351859 18.0715934710556 30 9.908695 20 3.141593 31.70541 20 15.708max. 12.76295 SaggingAB 34.1205 57.6582265135634 70 33.6221 20 3.141593 9.343832 10 31.416CD 18.87348 42.8824438245506 45 31.88193 20 3.141593 9.853836 10 31.416

Top Width, mm

Moments(t-m)

Dia of bar

spacing adopted

area of steel provided

AD 18.96271 42.9837002671853 55 24.9143 20 3.141593 12.6096 12 26.18max. 34.1205 Sagging at centre

Sectin 2 W 7658 h1 6094 h2 2406AB 16.59531 40.2111323305665 55 21.80387 20 3.141593 14.40842 13.5 23.272CD 12.81864 35.3406502163045 45 21.65382 20 3.141593 14.50826 13.5 23.272AD 7.860281 27.6740436867622 40 15.49093 20 3.141593 20.2802 19.5 16.111max. 16.59531 HoggingAB 12.83242 35.3596360981021 50 18.96746 20 3.141593 16.56307 16.5 19.04CD 9.93455 31.1119831441696 45 16.78189 20 3.141593 18.72014 18 17.454AD 0.909184 9.41194871524582 20 5.375423 20 3.141593 58.44363 20 15.708max. 12.83242 Sagging AB 33.56305 57.1852826035551 70 33.07279 20 3.141593 9.499025 10 31.416CD 19.43825 43.5193281531371 45 32.83597 20 3.141593 9.567534 10 31.416AD 15.14812 38.4178378299087 50 22.39027 20 3.141593 14.03106 13.5 23.272max. 33.56305 Sagging at centre

Section 3 W 7318 h1 6488 h2 2012AB 16.24413 39.7833870954529 50 24.01027 20 3.141593 13.08437 12 26.18CD 12.89064 35.4397681565869 45 21.77546 20 3.141593 14.42722 13.5 23.272AD 7.383583 26.8217530977185 40 14.55146 20 3.141593 21.58953 20 15.708max. 16.24413 HoggingAB 12.75928 35.2587365859232 50 18.85936 20 3.141593 16.658 16.5 19.04CD 10.12262 31.4050878420354 45 17.09958 20 3.141593 18.37233 18 17.454AD -1.400099 - - - 20 3.141593 ### ### ###max. 12.75928 Sagging AB 32.82267 56.5510301316588 70 32.34323 20 3.141593 9.713294 10 31.416CD 19.70567 43.8176556125428 45 33.2877 20 3.141593 9.437698 10 31.416AD 11.68327 33.7392790676399 45 19.73591 20 3.141593 15.91816 15 20.944max. 32.82267 Sagging at centre

Section 4 W 6977 h1 6882 h2 1618AB 15.65706 39.05787899858 50 23.14253 20 3.141593 13.57497 13.5 23.272CD 12.69797 35.1739183443311 45 21.44999 20 3.141593 14.64613 13.5 23.272AD 7.21862 26.5204371372743 40 14.22636 20 3.141593 22.08291 20 15.708max. 15.65706 HoggingAB 12.53356 34.9454674879001 45 21.17226 20 3.141593 14.83825 13.5 23.272CD 10.14301 31.4367010488213 45 17.13403 20 3.141593 18.3354 18 17.454AD -3.569793 - - - 20 3.141593 ### ### ###max. 12.53356 Sagging AB 31.89381 55.7451096313374 70 31.42794 20 3.141593 9.996179 10 31.416CD 19.6673 43.7749751898332 45 33.22288 20 3.141593 9.456111 10 31.416AD 8.601737 28.9498724602953 40 16.95218 20 3.141593 18.53208 18 17.454max. 31.89381 Sagging at centre

Section 5 W 6637 h1 7319 h2 1240AB 14.92726 38.1367450257945 50 22.06382 20 3.141593 14.23866 13.5 23.272CD 12.33149 34.6626235945795 45 20.83092 20 3.141593 15.08139 15 20.944AD 7.433277 26.9118618186408 40 14.6494 20 3.141593 21.4452 20 15.708max. 14.92726 HoggingAB 12.22547 34.5132867447298 45 20.65181 20 3.141593 15.21219 15 20.944CD 10.0644 31.3146539898706 45 17.00125 20 3.141593 18.4786 18 17.454AD -5.543656 - - - 20 3.141593 ### ### ###max. 12.22547 Sagging AB 30.97415 54.9355275968236 65 33.29641 20 3.141593 9.435228 10 31.416

CD 19.46247 43.5464327623117 45 32.87689 20 3.141593 9.555627 10 31.416AD 6.074198 24.3275323548542 35 14.36513 20 3.141593 21.86957 20 15.708max. 30.97415 Sagging at centre

Ast2 Ast2

Ast1 Ast1

Ast5 Ast5 Ast5 Ast5

Ast1 Ast1

Ast4 Ast4

Ast2 Ast2

Ast1 Ast1

Ast5 Ast4 Ast5 Ast4

Ast1 Ast1

Ast2 Ast2

Ast2 Ast2Ast1 Ast1

Ast5 Ast6 Ast5 Ast6

Ast3 Ast3

Ast4 Ast4

Ast1 20 @100 Section 1 2 3 4 5Ast2 20 @ 130 Top Width, mm 8000 7658 7318 6977 6637Ast3 20 @ 150 h1 mm 5700 6094 6488 6882 7319Ast4 20 @ 180 h2 mm 2800 2406 2012 1618 1240Ast5 20 @ 200

W D Ast1 Ast2 Ast3 Ast4 Ast5 Ast68000 2800 20 @100 20 @ 130 20 @100 20 @ 130 20 @ 130 20 @1007658 2406 20 @100 20 @ 130 20 @100 20 @ 130 20 @ 130 20 @ 1307318 2012 20 @100 20 @ 130 20 @100 20 @ 150 20 @ 150 20 @ 1506977 1618 20 @100 20 @ 130 20 @100 20 @ 150 20 @ 200 20 @ 180

6637 1240 20 @100 20 @ 130 20 @100 20 @ 180 20 @ 200 20 @ 200

R1 R2 l 8219 B1 6.6 B2 8376 248

W D8000 2800 376 3767658 2406 2532 336.5675 3377318 2012 4001.2 313.6866 3146977 1618 6005.5 282.4723 2836637 1240 8003.9 251.3499 2526600 1181 8219 248 248

376.00248.00

8219

8.00

6.6

1240 2800

DISTANCE FROM D/S EDGE

Box Culvert Two Barrel

Documents

Transcript of Box Culvert Two Barrel