Box Culvert Manual 93

8/19/2019 Box Culvert Manual 93

1/84

REINFORCED CONCRETE

BOX CULVERT AND WINGWALL

DESIGN AND ANALYSIS

COMPUTER PROGRAM USER S MANUAL

Version 2.3

Structures Design Office

Florida Department of Transportation

February, 1993


2/84

TABLE OF CONTENTS

DISCLAIMER

vi

ABSTRACT

PREFACE

METHODOF SOLUTION

1

DIRECT ELEMENT METHOD OF BOX CULVERT ANALYSIS

2

THE MEMBER FLEXIBILITY MATRIX [ASAT]-l

5

DEAD LOAD EARTH PRESSURE AND WATER PRESSURE

6

SERVICE LOAD DESIGN

7

LOAD FACTORDESIGN

10

FATIGUE STRESS LIMITS

14

WINGWALLDESIGN CRITERIA

16

17

IE-IN LENGTHOF SKEWEDWINGWALL

19

SERINSTRUCTIONS

INPUT DATA TABLE

20

OUTPUT DATA

31

BAR SCHEDULE

35

EXAMPLES

37

STANDARD INPUT AND OUTPUT

38

SPECIAL AND DETAILED INPUT AND OUTPUT

43

54

PPENDIX A PROGRAM FLOW CHART.

56

PPENDIX B VARIABLE LISTING.

APPENDIX C

64

APPENDIX D

66

72

PPENDIX E BLANK INPUT CODINGFORMS.

..

75

ill


3/84

LIST OF FIGURES

FIGURE

1

Boundary Conditions

1

2

The P,X Diagram

3

The F,e Diagram

2

4

Member Statics Matrix

3

5

Member SAt Matrix

3

6

Member External Stiffness Matrix.

4

Stress Block

7

8

10

Strain Diagram. ...

9

P,M Diagram

12

10 16

ingwall Length Criteria.

11

Tie-in Length of Skewed Wingwall (0°-15°, 180°-165°)

17

12

Tie-in Length of Skewed Wingwall (15°-45°)

18

13

Bar Type Diagram.

34

14

Member Reference Diagram.

36

iv


4/84

LIS~~ OF TABLES

TABLE

1

20

nput Data Description

2

56

ariable Listing

v


5/84

DISCLAIMER

Neither the programmer nor the Department take any responsibility for

the results this program may produce or

for the principles used and

procedures developed within the program and its documentation.

It is

required that a competent user will reasonably check all results to assure

validity and be himself fully responsible for the resulting plans he may

develop while using this program as part of the preparation process.

Paul T. C. Lee P.E

North Carolina Department of Transportation

No warranty expressed or implied is made by the Florida Department

of Transportation as to the accuracy and functioning of the added program

text or the results it produces nor shall the fact of distribution

constitute any such warranty and no responsibility is assumed by the

Florida Department of Transportation in any connection there with.

The

Engineer

of

Record

the

entire

risk

ssumes

the

quality

and

s

to

performance of this program for his particular application.

Liang Y. Hsia P.E.

Florida Department of Transportation

vi


6/84

ABSTRACT

The Reinforced Concrete Box Culvert and Wingwall Design and Analysis

Computer Program is the result of the joint efforts by North Carolina and

Florida Departments of Transportation.

The user may analyze or design a one two three or four barrel

reinforced concrete box culvert. Either service load or load factor

design method may be selected. Each of the barrels may have any clear

span from a minimum of two feet and a clear height from two feet to

fourteen feet. All barrels in one culvert are assumed to be identical in

size and shape. The culvert in this program may be a detached unit an

extended unit or a linked unit.

Individually the wingwalls extended from each corner of box culvert

may be placed on different angles the wingwall tops may be level or

sloped and the wingwall lengths may be designed or specified to meet job

site requirements.

Environment conditions ranging from slightly aggressive to extremely

aggressive must be selected to determine the required concrete type andcover.

By selecting the minimum output option of this program the output

may be processed into the construction plans in conjunction with the

Florida Department of Transportation Roadway and Traffic Design Standards.

This program may also be applied as a tool for special design and

analysis.

vii


7/84

PREFACE

he original Reinforced Concrete Box Culvert Computer Program was

developed Py Paul T. C. Lee of North Carolina Department ofTrans

This program was later modified py Arthur J. Haywood

Larry M. Sessions Liang Y. Hsia and Elsie R. Clary of Florida Department

of Transportation to add a wingwall design feature and to comply with the

Florida DOT Roadway and Traffic Standards. The updated Version 2.3 was

prepared to comply with the Florida DOT Special Provision 346 Portland

Cememt Concrete and AASHTO load factor.

The addition of skewed wingwall environment options culvert

extension and unit conversion were managed py Robert C. Burnett Jr. P.E.

in 1985 and coordinated by Liang Y. Hsia in 1991 and 1992.

The documentation was prepared by Paul T. C. Lee and Liang Y. Hsia.

The Florida version was typed by Charlene A. Williams proofread by

Charlie B. Harvey P.E. Chris Wild and Connie Adams and reviewed by RobertE.

Nichols P.E. All d:i agrams and coding forms were prepared by WilliamE.

Howell and Structures CADD engineers. The screen data entry panels were

developed by Kenneth B. Graham P.E. This documentation is available on

either double sided high density diskette or printed copy.

viii


8/84

METHODOF SOLUTION

The method of analysis is the displacement or stiffness method. In

this method, a matrix using the member s stiffness is formed to represent

the structure. Member stiffness is derived for three possible movements

which are rotational, vertical and horizontal movements at the ends of

members. Then the following boundary conditions are applied to the matrix:

No vertical displacement at the outside ends of bottom slab.

No lateral displacement at right end of bottom slab.

Boundary Conditions1

Through matrix maneuver, the displacements at the ends of each member

are computed for each given loading condition. Then the exact moments and

forces are determined by using the computed displacements. These moments

and forces are used to develop stresses, design reinforcements or adjust

member depth. If the member depth is increased, its impact is reevaluated

as above.

The length of each member for analysis purposes is measured from

center line to center line of the supporting members. It is assumed that

loading applied at top slab will be uniformly distributed over the entire

bottom slab. This assumption is based upon the premise that the bottom

slab is cast upon a mat of granular material. A more refined assumption

seems impractical due to the lack of precise soil information at each

site.

1


9/84

DIRECT ELEMENT METHOD OF BOX CULVERT ANAL,YSIS

The direct element method is a procedure in which the external

stiffness matrix ASAT is built directly from geometric and elastic

properties of the elements, such as the top slab of a culvert, taken one

member at a time.

The required input data includes the degree of freedom; the number

of members and, for each member, the global degrees of freedom NP1, NP2,

NP3, NP4, NPS and NP6 at the initial and terminal points; the coordinates

of the terminal points referenced to the initial point as origin; the

modulus of elasticity and the cross-sectional area, A.

The procedure involves computing the local ASAT matrix of each member

in succession and assembling the elements of the local ASAT matrix into the

global ASAT matrix.

~.x.,

P6 ~

Initial

PoInt

2

The P,X Diagram

3

The F,e Diagram

2

10/84

I 2;

-'

I

0

I 0

5 In oc

L

.2 I -coB c<

.3'

Slnoc I Cosoc

l~~

L L

fA] =

I

0

0

oc

I L

-SIn oc

L

CosO(

61-SfnO(I~I~

4

Member Statics Matrix

-5 K,

-C K,

5 K,

a

C K,

2K

Kf

SAT] =

C

-£ T K~

1-6

r K.e

K2

K2

The Member [SAT] Matrix

5

3


11/84

62K2L 6£K2

L

5

-6 r K2

C

-6 Y Kt.

K2.

2K2

6~

L

12.~-

L' foe

ctK,-I2(f/~

6...k

L

~SK+f2~-

L~'~

Ct

SlKt+12(r) fe

-CSK 12~-

LI. ~

-srAi-/2('-fK£

6~Kp'

L

S

-6 r K2

6rK2

ASAT] =

2

4Kt.

S

-6 L K2.

6 ..s.

L

CS

CSKI-12~

ctKI+I2(t/~

l:

6.Q.

L

CSK 12. .§.x-

r Lz- E

-6~K2.

L

t

Fig

6

The Member External Stiffness Matrix

4


12/84

THE MEMBER FLEXIBILITY MATRIX [ASAT]-l

[AST7] -1=

1

[AST T]

In the displacement method of culvert analysis, the joint

displacements matrix [X] is first computed from Eq. 6), then the internal

end forces matrix [F] from Eq. 4).

[P] = [A] x [F] 1

[e] = [B] x [X] = [A T] x [X] 2)

[F] = [8] x [e] 3)

3)

ubstituting Eq.

2) in Eq.

[F]=[SA7]x[X] 4)

1)ubstituting Eq.

4

in Eq.

[P]=[AST7]x[X] 5)

from which

[X]=[ASTT]-lX[P] 6)

5


13/84

DEAD LOAD EARTH PRESSURE

AND WATER PRESSURE

The dead loads on the top slab include soil weight and concrete slabweigh

The soil weight will default at 120 PCF. The concrete weight is

set at 150 PCF. The equivalent fluid weight for wall earth pressure will

default to 30 PCF..

The program also investigates the condition of submergecl soil acting

on the walls. The submerged soil pressure is taken as one half of the

earth pressure acting on outside walls. Other dead loads in this case are

taken as full earth pressure. Live load surcharge will defaul.t to 2 feet.

Water pressure inside culvert barrels must be checkeci since this

pressure may reverse the wall moments and add to the sJ.ab positivemoments

The program will use the water pressure from the culvert flowing

full and empty as two loading cases.

LIVE LOAD

Influence lines are derived from applying a unit load moving from

left to right along the top slab at twentieth points of each span. Based

on these results the maximum moment and shear at tenth poi.nts of each

member are calculated.

Live load will default to the standard AASHTO HS20 load or military

load whichever controls. The user may specify the axle weight for a

special overload truck. The user may also specify a single axle load with

a specified design fill as an alternate to the regular live load. This is

usually used for heavy construction vehicles where the axle:; are spaced

far apart so that only one axle is on the culvert at a time. Impact will

apply to the top and bottom slabs and the exterior and interior walls of

the box culvert.

hen the culvert is subjected to traffic operating directly on the

top slab or when fill on the culvert is less than 2 feet deep the wheel

loads are distributed as are those on bridges. When fill is more than 2

feet deep the wheel loads are distributed over squares with sides equal

to 1.75 times the depth of fill. When these squares overlap the total of

the wheel loads is uniformly distributed over the combined reduced grossarea.

Live load may be neglected when the depth of fill is greater than 8

feet exceeds the span length of a single culvert or exceeds the total

width of a multiple barrel culvert.

6


14/84

SERVICE LOAD DESIGN

The following procedure is used to compute the required area of steel

at three critical sections of each member; i.e., left end, midpoint and

right end. The steel stress is given from input or defaulted as fs and

then the stress block is determined through the iteration process. No

compression steel is considered and all tension steel is assumed to be

placed in one row.

Stress Block

7

Internal moment equals external moment: Mi = Me

MA = 0 i

.

Linear stress distribution:

.

Combine Eq. 1 and 2 to eliminate fIco

x(fs) xE

(d-.. E.) = M+P (d-. '

)x (d-x) 2 3 2


15/84

he equation f(x) is solved by Newton's iteration process for

polynomial equations. The value of X is computed approximately to an

accuracy of 0.01 inch.

-f (x)

-x

X(n+l) -n f/(x)

If there is no tension stress because of large P and small M, then

= : E+~

I A

l

c

and the minimum amount of reinforcing steel would be used. If there are

tension stresses, the concrete stress f'c = fsX/n(d-X) and the area of

steel As = [~(f'c) (X) (b) -P] Ifs.

The shear stress


16/84

For fills greater than or equal to 2 feet:

Vc = 0.95 yI7r;

OR

Vc shall not exceed 1.8 ~

hichever is greater.

p = reinforced ratio = As/bd

9


17/84

LOAD FACTORDESIGN

The following procedure is used to check the critical sections of

each member.

Loading = 1.3 (D + 1.667(L+I)n + PE E. + W.P.

PE = 1.0 for rigid culverts, including reinforced concrete boxes;

E = Earth pressure;

W.P.

= Water pressure, refer to page 6 about two loading cases.

2. A concrete stress of 0.85 flc will be assumed uniformly

distributed over equivalent compression zone bounded by the edges of a

cross section and a straight line located parallel to the neutral axis at

a distance a = B1C from the fiber of maximum compression strain.

b

Ec

.85f'0

OAs

£s

S~t on

Strain

EqurvalentStress

8

Stress, Strain Diagram

P1 = 0.85

when f~ s 4000 psi

OR

3. No compression steel is considered and all tension steel assumed

to be in one layer.

10


18/84

4. Assume As Set

M

Ru = O.9bd2

p = O. 85f'

c

fy

2Ru

I-O.85fcl

-

O,85(31f'o 87000

b = fy x 87000 + fy

p ~ O.5Pb. ;

p ~ 0.002

.5Pb instead of O.75Pb

Best economy is achieved where p =

As = pbd

5.

Compute Mu (Pure flexure)

a = ASfy

O.8Sf'cb

cI> = 0.9

6.

Compute Po (Pure Compression)

Po = 4>[0. 85ft (Ag-Ast) + Astfy]

cI> = 0.7

Ast = As + As(min)

11


19/84

7.

Compute Mb, Pb (Balanced Condition)

Ph = cI> [O.S5f'c X 12 X Bh -Asfy]

Mb = Pbeb = 4>

O.8Sf'c x 12ab x

= 0.85

= 0.8

= 0.7

For slabs

For Ext. Wall

For Int. Wall

8.

Assume straight line relation between pure compression and

balanced conditions, balanced conditions and pure flexure.

p

AII~bI8 I1K)ment of

:::,::--~~=I.o 0' 8«1tl'Oftunder G'xlal

0-

--::::~~=.9 ,oroe l-u

"" ""

, ':::~ (J=.7

,

"

,,'

"

Po

.7Po

Q..

.

~

~

eb

Pb

, ,

':t~

Po

AI

MU

Moment. Ai

P,M Diagram

9

12


20/84

The shear stress (fv) is computed as follows:

The allowable concrete shear stress is computed as follows:

For fills less than 2 feet:

Vu.

v = M

b = 12.0 inches

Vc = 2 ~

OR

(Vc shall not exceed 3.5 ~


p = reinforcement ratio = As / bd

~

M

s 1.0

For fills equal to or greater than 2 feet:

Vc = 2 v f1;

OR

(Vc shall not exceed 4. 0 ~


)

v ud ~ 1. 0

~

13


21/84

ATIGUE STRESS LIMITS

The tensile reinforcement in box culvert elements subjected to

repeated variations of reversals of stress shall be designed so that the

actual range of stress does not exceed the allowable fatigue stress. The

depth of fill also has a substantial effect on this fatigue range.

Such range between maximum and minimum stresses in tensile

reinforcement caused by live load plus impact at service load shall not

exceed:

f f = 21 -O. 33 fmin + 2. 4

AASHTO (8 -6 0)

ff = stress range, ksi

fmin = algebraic minimum stress level (tension-positive;

compression-negative), ksi

At section where stress is not reversed.

fs = ~; where,

M = Live load moment range

jd = d -kd / 3 where kd is the distance from extreme compression

fiber to neutral axis.

2. At section where stress is reversed.

+M

fs=~

Tensile part of stress range)

r

k -d

d,1

-k

--M

-A:7 d

fl

a

(Compzessive pazt of stzess zange); wheze,

d = distance from extreme compression fiber to centroid

compression reinforcement.

d = distance from extreme compression fiber to centroid of tension

reinforcement

Total stress range = fs + f s

RACKCONTROL

The program checks maximum service load stresses in the reinforcing

steel for crack control as per AASHTO Article 17.6.4.7

98 ksi

fs=~

AASHTO (17 -19)

s : Maximum service load stress

14

~

22/84

MINIMUM ECCENTRICITY

Minimum eccentricity will be checked for all members.

e =, : . M = P x e

p'

If e < 1", then e = 1"

If e < 0.1 x T, then e = 0.1 x T

SLENDERNESS

Slenderness will be checked for walls only

r=o.3x~

T

T = wall thickness

r = {f radius of gyration

Slenderness will be neglected if Kl/r < 22. Where k = 2.0,Height.

1 = Clear

Pc = 1t2~

I v7 , 2

AASHTO (8-42)

ECIg

I = 2.5(1 + ~d)

AASHTO (8-44)

Ec = 57000 ~

AASHTO (8.7.1)

I -

T

3

g -

~ Dead Load Momen

d= Maximum To tal Momen

Mc = 6 bX~b

AASHTO (8-40)

Cm ~ 1

b = Pu

1--

cl>P

AASHTO (8 -41 )

Cm = 1

Mc = Magnified Moment

c I = 0.7

15

23/84

INGWALL DESIGN CRITERIA

The following criteria of calculating wingwall height and length were

developed by FDOT Drainage Section.

W 'nql4lall height

H = Clear height of barrel

+ Top slob thickness

+ 1'-0 headwall

H -(H -/.5) 0< -45

Transition WalIHt.

=

90 -45

W;ngwall tandard length

1.5 H -Wall thickness + 3'-0-

1 =

(For tS-


24/84

TIE-IN LENGTH OF SKEWED WINGWALL

Tie-in length of straight wingwall is specified on Sheet 3 of 4 in

FDOT Roadway and Traffic Design Standards. Figures 11 and 12 illustrates

the tie-in length of skewed wingwall in different ranges of skew angles.

.d I

~

I

I

I

Angle of Skew

Sf

, Ct>t

I

I

I

I

I

~ Roadway ~I

I

I

I

I

~ Culvert

D = 1'-0

Average Cl.Jtof top slab and side wall

of exlstfng culvert when new culvert

to be extended from existing c'Ulvert =

(20 + 20) /

z. / Cos~

z. ft.

COB .d

LAYOUT OF SKEW CULVERT WING

WHEN L1 VARIES FROM OOTO 150

& FROM IBOOTO 1650

Tie-in Length of Skewed Wingwa11 (0°-15°, 1BOO-165°)

11

17


25/84

~ of8I1rra'

--,---

;

(,1'

/

,

'Of _-A I

~I

D = /'-0'

Av . aJtof ~ 8iab tx1'Id, wolf

of exIstIng all/eft wh8'?hM OIJIvert D + 2. '2. ~

to be BXttrKJedrom exlsfl~ cr.weft = 2. /' COB.d

= 3

2. CoB.4 ft.

LAY(JJTOF SKEWCULVERT

WHEN.d VARIES FROM ~TO 4SO

12

Tie-in Length of Skewed Wingwall (15°-45°)

18


26/84

USER INSTRUCTIONS

The user may select either the short coding form for routine design

or the long coding form for special analysis and design. These coding

forms are provided in Appendix E. Each input field and the default value

is described in the following Input Data Table. The output is explained

in the following sections of Output Data Bar Schedule and Examples.

19


27/84

INPUT DATA TABLE

Input Requirements for Reinforced Concrete Box Culverts

and Wingwall Computer Program

Header Card and Card One

CARD

NUMBER

CARD

COLUMN

VARIABLE

NAME

FORMAT

DESCRIPTION

DEFAULT

VALUE

*

1

KAST

Al

HEADER CARD

NA

*

2- 3

COMM(I)

I2

NA

UN NUMBER

Identification only

4-22

COMM(I)

A19 NAME

NA

*

23-28

COMM(I)

A6

NA

HONE NUMBER

Extension phone number

*

29-80

COMM(I)

A52

NA

EADING

Heading, project no., date

1

1

KaNE

II

CARD HEAD NO.

Valid code: 1

NA

2 LVLD

II

LIVE LOAD

Valid code

1 : HS20

3 : HS15

5 : HSIO

7 : Blank

9 : None

1

2 : H2O

4 : HIS

6 : HIO

8 : Special

1

3

LVOMT II

2

MIT LIVE LOAD

Valid code

1 : Live load to be neglected

2 : Live load to be used

.regardless of fill height

Live load may be neglected for

single box cul,vert if depth of

fill is more than 8 ft. and

exceeds span length;

for multiple box culvert it may

be neglected if depth of fill

exceeds the distance between

faces of end supports.

4

IZOF II

2

ERO FILL STRESS CHECK

Valid code

1 : Stress check at zero fill

2 : No stress check at zero

fill

1

5-9 OVERLD

F5.0

0

VERLOAD STANDARD TRUCK AXLE

WEIGHT

Valid code: Blank-xxxxx LB

0


28/84

Card One


29/84

Card One (Continued)

CARD

NUMBER

CARD

COLUMN

VARIABLE

FORMAT

NAME

DESCRIPTION

DEFAULT

VALUE

1

39-41

ADDS

F3.2

THICKNESS INCREMENT OF :~LABS

Valid code: Blank-x.xx INCH 0.5 IN

1

42-44

ADDW

F3.2

THICKNESS INCREMENT OF \'lALLS

Valid code: Blank-x.xx INCH

0.5 IN

1

45-47

covs

F3.2

2.5 IN

3.5 IN

TOP SLAB CONCRETE COVER

Measured from center of bar to

face of concrete

Slightly aggressive env:Lronment

Moderately/Extremely ag~Jressive

environment


1

48-50 'COVB

F3.2

2.5 IN

3.5 IN

BOTTOM SLAB CONCRETE CO"ER


face of concrete

Slightly aggressive env:.ronment i

Moderately /Extremely ag~Jressi ve

environment


1

51-53

covw

F3.2

2.5 IN

3.5 IN

EXTERIOR WALL CONCRETE COVER


face of concrete

Slightly aggressive envj.ronment

Moderately/Extremely ag~rressive

environment


1

54-56

COVIN

F3.2

2.5 IN

3.5 IN

INTERIOR WALL CONCRETE COVER


face of concrete

Slightly aggressive envj.ronment

Moderately/Extremely ag~rressive

environment


57 ISAMS

11

2

SAME TOP & BOTrOM SLAB DESIGN

Valid code

1 : Same thickness and

same steel

ELSE: Set thickness of each

slab.

1

58

11

SAMW

2

AME EXTERIOR & INTERIOFt WALL

THICKNESS

Valid code

1 : Same thickness

ELSE: Set thickness of each

wall.

22


30/84

Card One (Continued)

CARD

NUMBER

CARD

COLUMN

VARIABLE

NAME

FORMAT

DESCRIPTION

DEFAULT

VALUE

1

59

IBSH

Il

1

AR SCHEDULE

Valid code

1 : Print bar schedule

2 : Not print bar sched1~le

1

60-62

SPACMAX

F3.1

18.0 IN

AX. BAR SPACING

DESIGN

Valid code: Blank-18.0 INCH

1

63-65

SPACMIN

F3.1

4.0 IN

BAR SPACING

DESIGN

Valid code: 04.0-18.0 :[NCH

1

66-67

MAXSIZ

12

11

AX. BAR SIZE

Valid code: 01-11

1

68-69

MINSIZ

12

4

BAR SIZE

Valid code: 04-11

1

70-72

CN

F3.1

9

ODULAR RATIO

Valid code: 1-9

1

73

ENVIR

11

1

NVIRONMENT CONDITION

Valid code: 0-3 See Not:e (1)I

: Slightly aggressive

1 : Slightly aggressive

2 : Moderately aggressi lTe

3 : Extremely aggressivE~

NOTE:

(1)

The environment condition is required to determine t:he default minimum

concrete cover of reforcing steel and concrete clas~;:

Under a slightly aggressive environment condition, concrete cover is 2

inches and Class II concrete is selected.

Under a moderately or extremely aggressive environment condition,

concrete cover is 3 inches and Class IV concrete is selected.

Leave this field blank for a slightly aggressive environmentcondition.

23


31/84

Card Two and Card P

CARD

NUMBER

CARD

COLUMN

VARIABLE

NAME

FORMAT

DESCRIPTION

DEFAULT

; VALUE

2

1

KTWO

II

2

ARD NO.2

Valid code: 2

2

2-5

EDLU

F4.3

0

XTRA UNIFORM DEAD LOAD

Valid code: Blank-x.xxx K/FT

2

6-10

EDLCI

F5.3

EXTRA CONCENTRATED DEAD LOAD

Valid code: Blank-xx.xxx KIPS

0

2

11-13 EDLXl

F3.2

POSITION OF CONCENTRATEDOAD

Measured from centerline of the

leftmost wall of the culvert

Valid code: Blank-x.xx FT.

0.00

2

14-18

EDLC2

F5.3 EXTRA CONCENTRATED DEAD LOAD-2


0

2

19-21

EDLX2

F3.2

POSITION OF CONCENTRATEDLOAD-2

Measured from centerline of the

leftmost wall of the culvert


00.0

22-26

IEDLC3

F5.3 EXTRA CONCENTRATED DEAD LOAD-3


0

2

27-29

EDLX3

F3.2

00.0

OSITION OF CONCENTRATEDLOAD-

Measured from centerline of

the leftmost wall of the

culvert


2

30-34 WHEER F5.3

SPECIAL WHEELLIVE LOAD

Enter weight of one wheel


0

2

35-38 FILLR

F4.2

00.00

ARTH FILL

Measured to top of slab

Valid code: Blank-xx.xx FT.

2

39-42 OFACT

F4.2

OVERSTRESS FACTOR

Valid code: 1.00-xx.xx

1.00

p

1

KPAS Al

i REINFORCEMENT RATIO CARD

iFor Load Factor design only

Ip = As / bd

Optional card always follow

Card 1 or Card 2

Valid code: P

2-4

PAS

F3.3

REINFORCEMENT RATIO

Valid code: .xxx

.012

Leave Card 2 or Card P out if default value is selected.

24


32/84


33/84

Card Three Continued)

CARD

NUMBER

CARD

COLUMN,

VARIABLE

NAME

FORMAT

DESCRIPTION

DEFAULT

VALUE

3

29

KBASE

Al

BLANK

LOOR SUPPORT JOINT CONDITION

Valid code

X : No floor with fixed end

support

IH

: No floor with hinged

support

: Full floor

3

30-33 TSLAB

F4.2

9 IN

OP SLAB THICKNESS

Leave this field blank to use

default seeded minimum value

to design optimized thickness

Valid code: Blank-xx.xx IN.

3

34

KFXTS Al

BLANK

IXED TOP SLAB THICKNESS

Valid code

F : Fixed thickness

3

135-38

I BSLAB

F4.2

9 IN

BOTTOM SLAB THICKNESS





3

39

KFXBS

Al

BLANK

IXED BOTTOM SLAB THICKNESS

Valid code

F : Fixed thickness

3

40-43 WALLR

F4.2 9 IN

XTERIOR WALL THICKNESS





3 44

KFXW

Al

BLANK

IXED EXTERIOR WALL THICKNESS

Valid code

F : Fixed thickness

3

45-48

F4.2

WALLR

9 IN

NTERIOR WALL THICKNESS





3

49

KFXTS Al

BLANK

IXED INTERIOR WALL THICKNESS

Valid code

F : Fixed thickness

NOTE:

Use fixed slab or wall thickness to override the calculated thicknesses

or to match the existing box culvert structure for a culvert extension project

26


34/84

Card Three (Continued)

CARD

NUMBER

CARD i

COLUMN

VARIABLE

FORMAT

NAME

DESCRIPTION

DEFAULT

VALUE

3

50-52

SURCH

F3.1

2.0 FT

IVE LOAD SURCHARGE

Valid code: Blank-xx.x FT.

3

53-54

PRESS

F2.0

30 PCF

AXIMUM SOIL EQUIVALENT FLUID

PRESSURE

For lateral earth pressure

Valid code: Blank-xx PCF

3

55-56 PMIN

F2.0

15 PCF

MINIMUM SOIL EQUIVALENT FLUID

PRESSURE

For checking positive moment

Valid code: Blank-xx PCF

3

57-59 PWAT

F3.1

WATERWEIGHT

'Valid

code

: 62.4 PCF

-1 : No water pressure

62.4

3

60-62

TFILT

F3.1

2.0 IN

TOP HAUNCH

Valid code Blank-xx.x IN.

: 2 IN.

-1.0 : Zero top haunch

3

63-65 BFILT

F3.1

2.0 IN

OTTOMHAUNCH

Valid code Blank-xx.x IN.

: 2 IN.

-1.0 : Zero top haunch

3

66

KRACH

Al

BLANK

AUNCH CONSIDERATION

Valid code

: Haunch not to be considerea

X : Haunch to be considered by

1983 AASHTO8.8

3

67

KHWAL

Al

BLANK

HEADWALL ELIMINATION BLANK

Valid code

: Eliminate no headwall

B : Eliminate both headwall

L : Eliminate left headwall

R : Eliminate right headwall

3

68-79

CaMS

A12

COMMENTS

Valid

code: Free comments

3

80

ITEST

11

SPECIAL PRINTOUT

Not normally used. strictly for

testing purpose

Valid code

1 : Print DL, SP, WP and LL

moments and shears

: No off

27


35/84

Card Four

CARD

NUMBER

CARD

COLUMN

VARIABLE

FORMAT

NAME

DESCRIPTION

DEFAULT

VALUE

4

1

KFOR

II

4

ARD NO.4

Valid code: 4

4

2-3 NCARD

12

NA

ULVERT NUMBER

Identify each culvert with

a unique number

Valid code: 1-99

4

4

IMINKEY

II

BLANK

INIMUM OUTPUT KEY

: Minimum output

Leave it blank, 0 or 1

to turn off all output

except what is required

for Florida Roadway Design

Standards

1 : Minimum output

2 : Detailed output

4

5 WINGTY

II

BLANK

INGWALLTYPE

Valid code

: Straight wingwall which

aligns with the headwall

1 : Straight wingwall same as

BLANK

2 : Skewed wingwall which

points to different

azimuth angle from culvert

headwall skew angle

4

6-8

WLSKEF 13

LSKE

EFT FRONTWINGWALLSKEWANGLE

Measured from line

perpendicular to center line of

culvert in clockwise direction

to wingwall face

Valid code: 0-45 degree

225-360 degree

BLANK: Wingwall parallel

to the headwall

4

9-11 WLSKEB

13

LSKE

EFT BACK WINGWALLSKEWANGLE

Measured from line



to wingwall face



to the headwall

28


36/84

Card Four (Continued)

CARD

NUMBER

CARD

COLUMN

VARIABLE

IFORMAT

NAME

DESCRIPTION

DEFAULT

VALUE

4

13

RSKE

IGHT FRONT WINGWALL SKEW ANGLE

Measured from line



to wingwall face


315-360 degree


to the headwall

4

I3

RSKE

IGHT BACK WINGWALL SKEW ANGLE

Measured from line



to wingwall face



to the headwall

4

F4.2

LEFT FRONT WINGWALL LENGTH

Overrides calculated wingwall

length, if length is specified,

the wingwall front tip length

will be identical to the height

at joint of wingwall & culvert

Valid code: 0.00-99.99 FT.

BLANK: Calculated length

4

F4.2 LEFT BACK WINGWALL LENGTH


length, if length is specified






26-29 F4.2

RIGHT FRONT WINGWALL LENGTH






Valid code: 0.00-99.99 FT.I


30-33

WSKRB

F4.2

RIGHT BACK WINGWALL LENGTH








29


37/84

Card Four

(Continued)

CARD

NUMBER

CARD

COLUMN

VARIABLE

FORMAT

NAME

DESCRIPTION

DEFAULT

VALUE

4

34 CULEXT

II

BLANK

ULVERTEXTENSION

A calculated tie-in length

will be excluded from the new

culvert bottom slab at each

side which is connected to the

existing culvert

Valid code

: New culvert with (BOTH)

left and right

wingwalls

1 : New culvert with (BOTH)

left and right

wingwalls

2 : New culvert extends (LEFT)I

from left side of

existig culvert with

left wingwall only

3 : New culvert extends (RIGH)

from right side of

existig culvert with

right wingwall only

4 : New culvert connects (NONE)

existing culverts

with no wingwall

(BOTH)

(LEFT)

4

35 NOHEAD 11

BLANK

(BOTH)

(BOTH)

NUMBER OF HEADWALLiValid

code

: Left and right

headwalls

1 : Left and right

headwalls

2 : Left headwall only

3 : Right headwall only

4 : No headwall

(LEFT)

(RIGH)

(NONE)

4

36-37

F2.1wcovs

2.5 IN

3.5 IN

COVER FOR OUTSIDE FACE OF WALL

Slightly aggressive environment

Moderately/Extremely aggressive

environment


38-39 F2.1

IALLCOV

2.5 IN

3.5 IN

ALL OTHER FACES CONCRETE COVER

Slightly aggressive environment

Moderately/Extremely aggressive

environment


40-49

A1OPROJNO PROJECTNUMBER

Valid code: Free format

4

50-80

LOCSTA

A47

LOCATION IDENTIFICATION

Valid code: Free format

30


38/84

OUTPUT DATA

Three categories of output are available from this program:

The first category is the Standard Box Culvert and Wingwall Design

Output which may be incorporated into the Florida Department of

Transportation Roadway and Traffic Design Standards Indexes 280 and 290 to

produce a complete design.

The second category is the Special Output which tabulates shear and

moment generated by dead load live load soil and water at tenth point of

each member.

The third category is the Detailed Output which tabulates shear

stress at critical sections and reinforcing bar splice lengths.

Combinations of these three output categories may be generated by

triggering either one or both of the Special Print and Minimum keys.

The output data has the following reports:

Input Data Reflection

The first page of every output is an echo of input and default data.

The user can verify this page with his coded input form to detect and

correct any discrepancy. The concrete covers coded and echoed on this

page are the dimensions measured from the center of bar to the face ofconcr

2. Standard Output:

2.1 The first part of this output provides a detailed description of

material properties box culvert and wingwall geometry calculated design

dimensions and concrete quantities. The concrete covers on this page are

the dimensions measured from the face of reinforcing bars to the face of

concrete and have the following default values;

2 in.

3 in.

3 in.

Slightly aggressive environment:

Moderately aggressive environment:

Extremely aggressive environment:

The valid range of headwall and wingwall skew angles is detailed on

Sheet 1 of 5 of Index 290. Based on the wingwall skew angle and drainage

considerations the length height and front tip height of each wingwall

are calculated from the equation in Figure 10 on page 16. If all wingwall

lengths and front tip heights are identical a condensed output will

automatically be created. Two sample input coding forms and output reports

are shown on Pages 38 through 53.

The total wingwall length with barrel width tabulated on the output

is the sum of the front wingwall length barrel width and back wingwalllength.

The Pour 1 barrel concrete quantity is the sum of the bottom slab

the bottom haunch and the 2 in. height of exterior and interior walls cast

with the bottom slab.

2.2 The second part of this output tabulates the reinforcing bar

number set size spacing type length weight and total

31


39/84

The mark and type of the reinforcing bars are directly cross-

referenced with Index 290.

The column heading of SET is derived from dividing the individual

total designed reinforcing bar length by the standard 40 ft. stock length.

In the case of a box culvert extension, the C3 bar will replace the

Cl bar in the bottom slab to accomodate the reduced length of the new box

culvert bottom slab which will be tied to the existing box culvert bottomslab.

3. Special OUtput:

The following are column headings and definitions of the SpecialOutput:

3.1 Service Load Design

3.1.1

Maximum design moment at the critical section, in kip-it

3.1.2

Axial Force: Axial design load corresponding with maximum moment

at the same section in kips.

3.1.3

Maximum design shear force at the critical section,

in kips.

.1.4

Concrete Stress: Concrete compressive stress due to design moment

and axial force, in psi.

3.1.5

Shear Stress: Shear stress at the section, in psi

Required area of steel reinforcement, in square inches.

3.1.7

Allowable shear stress, in psi.

3.1.8

Allowable concrete co~pressive stress, in psi.

3.2 Load Factor Design

3.2.1

Maximum load

section, in kip-ft.

design

actor

the

oment

at

critical

3.2.2

Axial Force: Axial design load corresponding with maximum .moment

at same section, in kips.

3.2.3

Maximum load factor design shear force at the critical

section, in kips.

3.2.4

Axial designcompression,

in kips

load

strength

of

the

section in

pure

3.2.5

Design moment strength of the section pure flexure),

in kip-ft.

3.2.6

Design moment strength of the section when assumed ultimate

strain of concrete and yielding of tension reinforcement occurs

simultaneously balance conditions), in kip-ft.

32


40/84

3.2.7

PB: Axial design load strength of the section when assumed

ultimate strain of concrete and yielding of tension reinforcement

occurs simultaneously balance conditions), in kips.

3.2.8

As: Required area of tension reinforcement, in square inches

3.2.9 Shear Stress: Shear stress at the section, in ksi

3.2.10 MA: Allowable moment strength of a section under axial design

load condition, in kip-ft.

in psi

.2.11 VA: Allowable shear stress

4

Detailed Output:

In either the Service Load or the Load Factor design, the moments,

forces, stresses, etc. are given for each critical section of each member

as listed below:

M: Member identification number.

T: Thickness of that member, in inches.

Lt End: At bottom for wall, at the left end of the slab

Rt End: At top for wall, at the right end of the slab.

Mid Span: At 0.4, 0.5, 0.6 of the span, from left to right, whichever

is the greatest.

Bar Design

This part of output is used for the North Carolina Department of

Transportation Standard and is printed for output verification between the

North Carolina and Florida versions.

Corner Bar T): Corner at top slab, Al.

Corner Bar B): Corner at bottom slab, A2

TSLAB+: Top slab bottom bar, A1OO.

TOp slab top bar, A300

BSLAB+: Bottom slab top bar, A200

Bottom slab bottom bar, A300

Exterior wall inside bar, Bl

EXTOUT: Exterior wall outside bar, B2.

Interior wall bar, B3.

Longitudinal bar, Cl.

33


41/84

Bar Schedule.

Moment, shear, axial force at tenth points.

(option)

Influence Line (option): This is an extensive printout, and should only

be requested when necessary.

Member reference

M:Member; Lt. End; R:Rt. End

13 Member Reference Diagram

34


42/84

BAR SCHEDULE

Normally, the bar schedule is printed with the design option but may

be omitted with the analysis option. The user must refer to the Florida

DOT Roadway and Traffic Design Standards Index No. 290 to determine the

exact location of bars.

:

Top corner bars

A2 :

Bottom corner bars.

AIOO :

TOp slab positive (main bars)

AIOl to AlSO :

TOp slab positive, left side cut bars

* A151 to A199

bars

Op slab positive, right side cut

A200 :

Bottom slab positive,

(main bar

A201 to A250 :

Bottom slab positive, left side cut bars

* A251 to A299 :

Bottom slab positive, right side cut bars.

A300 :

Top slab negative (main bars).

A301 to A350 :

Top slab negative, left side cut bars

A351 to A399 :

TOp slab negative, right side cut bars.

A400 :

Bottom slab negative (main bars)

A401 to A450 :

Bottom slab negative, left side cut bars.

A451 to A499 :

Bottom slab negative, right side cut bars.

BI : Exterior wall inside bars

Exterior wall outside bars, from construction joint to

construction joint.

Interior wall bars

Cl : Longitudinal bars (Florida Standard)

C2 : Top slab bars

C3 : Longitudinal bars replace Cl at bottom of slab when a new culvert

is extended from an existing culvert.

Left side head wall bars, (Florida Standard)

* G2 : Right side head wall bars,

C. Standard).

Left side end bars,

(N. ~. Standard)

* S3 : Right side end bars,

(N. C. Standard).

* If Left and Right skew angles are the same,

combine left and right bars.

the computer output will

35


43/84

Bar sizes range from #4 to #11 and spacings from 4 to 18 . Bars A1,

A2, A300, A400 and B2 have the same spacing and the requirement for Class

C tension lap splices applies.

For a single box with a span less than 5 feet, the corner bar will

be a U-Shaped bar.

Bar Types

STRAIGHT -BAR

I, 8 -I

lYPE I BAR

TYPE II BAR

I~ B _1

(.,)

TYPE 10 BAR

14

Bar Type Diagram

B: Horizontal dimension (slab)C:

Vertical dimension (wall)

D: Vertical dimension (wall)

There are no 'B2' bars if the clear height is less than 6 feet as the

corner bars will overlap.

Refer to the Florida Department of Transportation Roadway and Traffic

Design Standards Index No. 290, Sheet 1 of 5 for bar splice details.

36


44/84

EXAMPLES

Depending upon the desired output, input data can be divided into two

categories. The first category is the mandatory input data to develop the

output for the design of standard highway box culverts and wingwalls. The

second category is the input data required for a special design or

structural analysis. The data in the second category can all be changed

from preselected defualt values to special values required by user to

perform detailed special design or analysis.

The first category of mandatory input is described on Page 38; i.e.,

the Short Coding Form. The complete input data which includes the

mandatory and special input data is described on Page 43; i.e., the Long

Coding Form.

The input requirements of both coding forms are defined in Table-l.

Cards 1 and 2 should be omitted if default values are selected.

Example Problems:

A new reinforced concrete box culvert is required at station 220 +

36 of US 90 to satisfy the following requirements:

Environment condition Slightly aggressive

Number of -barrels 1

Clear span 8 ft.

Clear height 6 ft.

Design fill distance from finish grade at roadway

centerline to bottom of top slab) 4 ft.

Length of box culvert along the centerline) 200 ft.

Skew angle of left headwall 15 degree

Skew angle of right headwall 20 degree

Skewed wingwall angle

Left front ~ 350 degree

Left back 200 degree

Right front 60 degree

Right back 80 degree

Project number 55030-3418

Location Leon county, US 90, Station 220 + 36

Based on this data, a standard coding form is prepared and shown on

Page 38.

37

45/84

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APPENDIX B

VARIABLE LISTING

'P'1'

'2'

'3'

'4'

AAREA

AB

ABAR

ADATE

ADDS

ADDW

ADI(I)

AFLOOR

AHITE

ALIVE

ALLCOV

ANDWIL

ANDWIR

AR

AR(L)

AREA(J)

IARR(I)

ARR(2)

ARR(3)

ASAT

ASB

ASP

ASPB

ASPM

ATYPE

Al

I A2

A3

A4

BARD

BB

BBARH

BD

BFILT

BNDWIL

BNDWIR

BSLAB

BTYPE

BI

CE

CHCU

CN

COMM(17)

CaMS

COMS(3)

COVB

COVIN

COVS

COVW

CULEXT

A1

11

11

11

11

REINFORCEMENT RATIO CARD

CARD NO.1 -MATERIALS

CARD NO.2 -LOADINGS

CARD NO.3 -BOX CULVERT

CARD NO.4 -WINGWALL

AREA OF REBAR

DEPTH OF EQUIV. RECT. STRESS BLOCK AT BALANCED CONDITION

AREA OF REINFORCING BARS IN ARRAY #4-#11

I

DATE

SLAB THICKNESS INCREMENT

WALL THICKNESS INCREMENT

F3.2

F3.2

w.w.

HS20, H2O, HSI5, H15, HSIO, HIO LIVE LOADS

WINGWALL CONCRETE COVER EXCEPT FRONT FACE

LEFT STRAIGHT WINGWALL LENGTH IN INTEGER

RIGHT STRbIGHT WINGWALL LENGTH IN INTEGER

AREA OF REBAR REQUIRED AT CONTROLLING PT.

2.1

w.

w.

w.

w.

w.

EXTERNAL STIFFNESS MATRIX

AREA OF REBARREQUIREDAT CRITICAL SECTION

TENSION REINFORCEMENT ATIO ASP=AS/bd

REINFORCEMENT RATIO IN BALANCED CONDITIONS

TRIAL REINFORCEMENT ATIO ASPM=O.5xASPB

TYPE OF BARREL; SINGLE, DOUBLE, TRIPLE, QDRPLE

AREA OF TOP SLAB SECTION I

AREA OF EXTERIOR WALL SECTION

AREA OF INTERIOR WALL SECTION

AREA OF BOTTOM SLAB SECTION

--I.-

Box Culvert Manual 93

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Transcript of Box Culvert Manual 93