1.2m box culvert.xlsx

7/21/2019 1.2m box culvert.xlsx

1/52

CONTENTS

SYMBOLS - 01

SECTION I

A INTRODUCTION - 02

B LAYOUTS - 03

SECTION II DESIGN SUMMARY

C DESIGN INFORMATION - 06

D LOAD CASES - 07

D-1 LOAD COMBINATIONS - 07

E ABUTMENT STEM

E-1 LOADS ON ABUTMENT STEM - 08

E-2 DESIGN LOADS - 09

E-2-1 DESIGN LOAD EFFECTS AT ABUTMENT BOTTOM LEVEL - 09

E-2-2 DESIGN LOAD EFFECTS AT 2.0m FROM ABUTMENT BOTTOM LEVEL - 09

E-3 REINFORCEMENT SUMMARY OF ABUTMENT STEM - 10

E-4 REINFORCEMENT DETAIL - 11

F WING WALLS AND CHAMFERS

F-1 DESIGN LOADS - 12

F-1-1 DESIGN LOAD EFFECTS FOR LEFT WING WALL AND LEFT CHAMFER - 13

F-1-2 DESIGN LOAD EFFECTS FOR RIGHT WING WALL AND RIGHT CHAMFER - 13

F-2 SUMMARY OF RESULTS - 14

F-2-1 LEFT WING WALL AND LEFT CHAMFER - 14

F-2-2 RIGHT WING WALL AND RIGHT CHAMFER - 15

F-3 REINFORCEMENT DETAIL - 16

F-3-1 LEFT WING WALL AND LEFT CHAMFER - 16F-3-2 RIGHT WING WALL AND RIGHT CHAMFER - 17

SECTION III DETAILED DESIGN CALCULATIONS

G ABUTMENT STEM

G-1 LOADS ON ABUTMENT STEM - 18

G-1-1 LOADS ON ABUTMENT STEM AT BOTTOM LEVEL - 19

G-1-2 LOADS ON ABUTMENT STEM AT 2.0m FROM ABUTMENT BOTTOM LEVEL - 22

G-2 DESIGN LOADS - 25

G-2-1 DESIGN LOAD EFFECTS AT ABUTMENT BOTTOM LEVEL - 25

G-2-2 DESIGN LOAD EFFECTS AT 2.0m FROM ABUTMENT BOTTOM LEVEL - 25

G-3 DESIGN OF ABUTMENT STEM FOR ULTIMATE LIMIT STATE - 26

G-3-1 DESIGN OF ABUTMENT STEM AT BOTTOM LEVEL - 26

G-3-2 DESIGN OF ABUTMENT STEM AT2.0m FROM ABUTMENT BOTTOM LEVEL - 28

G-4 DESIGN TO CONTROL THERMAL CRACKING - 30

G-5 SUMMARY OF RESULTS - 33

G-4 REINFORCEMENT DETAIL - 34

H WING WALLS AND CHAMFERS

H-1 LOADS ON WING WALLS AND CHAMFERS - 35

H-1-1 LOADS ON LEFT WING WALL AND LEFT CHAMFER - 35

H-1-2 LOADS ON RIGHT WING WALL AND RIGHT CHAMFER - 37

H-2 DESIGN LOADS - 39

H-2-1 DESIGN LOAD EFFECTS FOR LEFT WING WALL AND LEFT CHAMFER - 39

H-2-2 DESIGN LOAD EFFECTS FOR RIGHT WING WALL AND RIGHT CHAMFER - 39

H-3 DESIGN OF WING WALLS AND CHAMFERS FOR ULTIMATE LIMIT STATE - 40

H-3-1 LEFT WING WALL AND LEFT CHAMFER - 40

H-3-2 RIGHT WING WALL AND RIGHT CHAMFER - 43

H-4 DESIGN TO CONTROL THERMAL CRACKING OF WING WALLS - 46

NF 13.277

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2/52

H-5 SUMMARY OF RESULTS - 48


3/52

H--1 LEFT WING WALL AND LEFT CHAMFER - 48

H--2 RIGHT WING WALL AND RIGHT CHAMFER - 49

H-6 REINFORCEMENT DIAGRAM - 50

H--1 LEFT WING WALL AND LEFT CHAMFER - 50

H--2 RIGHT WING WALL AND RIGHT CHAMFER - 51


4/52


5/52"' - 1

Reference Calculations Out

Design of Box Culvert on A022 Road

1.0 Introduction

The Purpose of this report is to carry out detailed engineering design of a

single cell box culvert with internal dimensions of 1.2m x1.2m x.2m

!breath x height x thic"ness#.

The design parameters and loading combinations used are based on $%&1

!the design of $uried concrete $ox and Portal frame structures # of the %'R$

!%esign 'anuals for Road and $ridges# published by the (ighway )gency *+.

)nalysis was done using a ,% plate element 'odel on Commercial software of

-)P 2.

Figure 1 : Plan view of culvert

Figure 2 : ection view of culvert

2.0 Design Codes and References

2.1 Design Codes

1.000

10.0000


6/52"' - 2

$ritish standard $- / 103 -teel4 Concrete and Composite $ridges

%esign 'anual for Road and $ridges $% ,1&13 The design of $uried concrete

$ox and Portal frame structures.


2.2 Reference

$owels 5.6 !100# 3 7oundation )nalysis and %esign !7ifth 6dition#

!.0 "eneral Data

!.1 Di#ensions

Type of the -tructure 8 -ingle cell box culvert

Total 9ength of the culvert 8 1. m

Carriageway width of the culve . m:nternal -pan of the culvert 8 1.2 m

;idth of footwal" 8 1. m

;all & -labThic"ness 8 .2 m

!.2 Para#eters of oil

-aturated density of soil !gs# 8 1

)ngle of shearing resistance !f# 8 , deg

Cohesion intercept !coungoung


7/52"' - 3

%.2 u$er I#$osed Dead &oad

-uper imposed dead load 8 2, x .?

8 1.,

;eight of parapat wall 8 2.1 "@&m

$- / %.! Pedestrian &oad

Part 2A 10 Pedestrian 9oading 8 .

.1.1


%.% 'e(ical &oads

-pan of the culvert 8 1.2 mwidth of the carriage way 8 . m

@o of @otional 9anes 8 2

() *%9 8 , "@&1m of notional lane

8 ,&,.

. 8 .

() +69 8 12 "@&notional lane

8 12&,.

,/.20 "@&m () +69 !8 ,/.

, units of ($ !for one axle# 8 , "@

%.) *raction

Traction load () 8 x 1.? B 2

8 212. "@

Traction load ($ 8 2 x ,

8 "@

%.+ urc(arge &oad

() -urcharge 8 1.

($ -urcharge 8 12.

%., oil &oad - urc(arge

Dalues of 6arth pressure coeEcients

8 .2

+a 8 .,,

+o 8 .?

7or the purpose of super imposed dead load calculations it wasassumed that the culvert would have an asphalt overlay of ? mm.

"@&m2

"@&m2

() *%9 !

"@&m2

"@&m2

"@&m2

-oil load on the walls are triangularly ditributed and the load dueto surcharge is a constant which does not vary with the depth

+min


8/52"' - +

).0 u$$ort Data

-pring stiFness of the soil at the base of box culvert shall be calculated based onA

8 / x 2 x 12

8 GGG +s 8 GGG

+.0 &oad Co#inations and Partial efet/ Factors

To obtain the critical load cases and combinations $- / part 2A 10 and $% ,1 are us


+.1 Partial afet/ factors

$- /

Part 2A 10Table 1

The horiHontal pressure is diFerent for diFerent loading senarios. The value ofrelavent + is obtained in accordance with $% ,1.

7or -)P 2 model spring supports are used. The spring constants arecalculated based on subgrade modulus value

Page , 47oundationanalysisiand %esign3 5oshep 6$owels

+s 8 / Iult !"@&m,#


9/52"' -

Figure % : Partial afet/ Factor *ale

+.2 &oad Co#inations

9oad combinations to be considered are Combination314 Combination3,

and Combination3 /

Combination31 Permanent loads4 Dertical live loads and (oriHontal

live load surcharge

Combination3, Combination31 plus temperature eFects

Combination3/ Permanent loads4(oriHontal live load surcharge plus Traction

JJ Co#ination 1 and % are considered for t(e design

,.0 Anal/sis et(od

Reference Calculations Out.0. Anal/sis

.1 &oad Cases considered for t(e odeling.

.2 Finite le#ent odel

The box structure is analyHed without modeling wing walls to it . ;ingwalls are seperately analyHed.

)nalysis was done by creating a Knite element 'odel using the structuralanalysis software -)P 2.

9oad cases were selected based on the $% ,1. )ccordingly 1 loadcombinations were considered for ultimate limit state . 7or servicibilitylimit state also another 1 load combinations are created. 7or bothsenarios separate envelopes are made results were ta"en based on thosetwo envelopes.

7or the purpose of analysis a Knite element model is made . 'odeling wasdone based on centerline dimensions. 'aLor concern of the modellingprocess was the selection of element siHe.

-ince th ethic"ness of walls and slabs are , mm the element siHe wasdecided as , mm x , mm in order to ensure the shell li"e behavior.

The model was done using shell elements . 7our noded elements were

selected for modeling.


10/52"' -

ure ) : AP 2000 (ell le#ent Axis and Fa

6ach -hell el e ment has its own element local coordinate system used to deKne

'aterial properties4 loads and out put. The axes of local system are denoted 14 2

and ,. The Krst two axes lie in the plane of the element with an orientation

speciKedM the third axis is nor mal.


&oad Cases considered

Case 31 !'aximim horiHontal and 'aximum vertical load#

case 1 31 !;ith () )lone N +69 applied near a wall#

case 1 32 !;ith () )lone N +69 applied at culvert center#

case 1 3, !;ith ($ )lone N applied near a wall#

case 1 3/ !;ith ($ )lone N applied at culvert center#

Case 32 !'aximim horiHontal and 'inimum vertical load#

Case 3, !'inimum horiHontal and 'aximim vertical load#

case , 31 !;ith () )lone N +69 applied near a wall#

case , 32 !;ith () )lone N +69 applied at culvert center#

case , 3, !;ith ($ )lone N applied near a wall#

case , 3/ !;ith ($ )lone N applied at culvert center#

Case 3/ !Traction and 'aximim vertical load#

3of $% ,1 &1A %esign 'anual for Roads and $ridges published by theRoad )gency 4*+. The base was modeled with spring supports 4 where thespring constants were calculated based on subgrade modulus and theeFective area for node from adLoining shell elements.

-)P 2*ser

References3 )nalysisReference

'anual

:n -)P 2 out put the moments given are '114 '22 and '12 andthe forces 7114 722 and 722. )ccording to the sign convention '11gives the moments relavent to design of reinforcwement along thedirection of local axis 1. relavent shear force can be obtained from 711.

The positive moment gives the reinforcement for bottom face of theelement.


11/52"' - 7

case / 31 !;ith () )lone N +69 applied near a wall#

case / 32 !;ith () )lone N +69 applied at culvert center#

case / 3, !;ith ($ )lone N applied near a wall#

case / 3/ !;ith ($ )lone N applied at culvert center#

Case 3 !Traction with 'inimum vertical load#

case 31 !;ith () )lone N +69 applied near a wall#

case 32 !;ith () )lone N +69 applied at culvert center#

case 3, !;ith ($ )lone N applied near a wall#

case 3/ !;ith ($ )lone N applied at culvert center#

&oad */$eCase 301 Case 302 Case 30!

%ead 1.1 1.1 1 1 1.1 1.1

-u. %ead 1. 1.1 1 1 1. 1.1

(andrail 1. 1.1 1 1 1. 1.1

Pedestrian 1. 1.1 1. 1.1

() 9oads 1. 1.1 1. 1.1

($ 9oads 1., 1.1 1., 1.16arth Pressure 1. 1.1 .? 1. 1.1 .? 1 1 .2

Traction ()

Traction ($

() -urcharge 1. 1.1 .? 1. 1.1 .?

($ -urcharge 1. 1.1 .? 1. 1.1 .?

&oad */$eCase 30% Case 30)

%ead 1.1 1.1 1 1

-u. %ead 1. 1.1 1 1(andrail 1. 1.1 1 1

Pedestrian 1. 1.1 1 1

() 9oads 1. 1.1 1 1

($ 9oads 1., 1.1 1 1

6arth Pressure 1.41.1.141. .,,4. 1.41.1.141. .,,4.

Traction () 1.2 1.1 1.2 1.1

Traction ($ 1.1 1.1 1.1 1.1

() -urcharge 1. 1.1 .,,4. 1. 1.1 .,,4.

($ -urcharge 1. 1.1 .,,4. 1. 1.1 .,,4.


.! Results of t(e Finite le#ent odeling

4f&

4f!

5a

4f&

4f!

5a

4f&

4f!

5a

4f&

4f!

5a

4f&

4f!

5a


12/52"' - 8

Figure + : Finite le#ent odel and es(

Figure , : Assigning t(e eart( $ressure

Figure : Assigning t(e 6A 7D&



13/52"' - /

Figure 8 : Assigning t(e 6B &oads

Figure 10 : Assigning t(e Pedestrian &oads

Figure 11 : Assigning t(e 6A *raction


14/52"' - 10


Figure 12 : Assigning t(e 6A surc(arge

Figure 12 : De9ning a load co#ination


15/52"' - 11


.!.1 AP 2000 tress Contour Diagra#s

.!.1.1 AP 2000 tress Contour Diagra#s for 7&

a;*o$ la

igure , : o#ets for #ain r


16/52"' - 12

'oment 1

shear 8

ure 8 : o#ets for #ain r


17/52"' - 13

e 11 : o#ents fortransverse r


18/52"' - 1+

igure 1% : (ear forces for #ain r


19/52"' - 1

re 1 : *orsional #o#ents for r


20/52"' - 1

%iameter of main r&f 8 12 mm

-econdary reinforcement 8 1 mm

6Fective %epth d 8 1//. mm

+< 8 .1?

8 , "@m&m

+ 8

8 .?

+ +

1.2m box culvert.xlsx

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