Report_Structural_Wall_Calculations.pdf

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Attached to: Veterans Drive (Route 30) Federal contract opportunity
Solicitation number: DTFH71-17-R-00014
Issued by: Department of Transportation Federal Highway Administration

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STRUCTURES	DESIGN
FINAL	CALCULATIONS

VETERANS DRIVE IMPROVEMENTS

STATION 236+73.31 TO STATION 259+34.42

FEDERAL PROJECT ID

DCP‐34(1)

PREPARED FOR

UNITED	STATES	VIRGIN	ISLANDS
DEPARTMENT	OF	PUBLIC	WORKS

PREPARED BY

PARSONS	BRINCKERHOFF
2202	NORTH	WEST	SHORE	BOULEVARD

SUITE	300
TAMPA,	FL	33607

APPROVED BY: SCOTT R. LAWSON P.E. NO. 0‐28486‐1B

SEPTEMBER 2016

Contents

WALL STRUCTURES DESIGN CRITERIA

Site Conditions

Geotechnical Conditions

Hydraulic Conditions

Wall Geometry

Wall Type

WALL LOADS

Dead Load (DC)

Live Loads (LS)

Water Loads (WA)

Horizontal Earth (HV) and Vertical Earth Pressure (EV)

Seismic Loads

Scour

WALL DESIGN PROCEDURE

Design Example

Sliding

Eccentricity

Bearing Capacity

Load Combinations and Load Factors

Resistance Factors

BOX CULVERT EXTENSION DESIGN

Site Conditions

Geotechnical Conditions

Box Culvert Extension Geometry

Design Software

WALL STRUCTURES DESIGN CRITERIA

Site Conditions The seawall retains fill for roadway widening and new waterfront parks from station 236+73.31 to

259+34.42. The PGL of the new roadway varies from 3.80’ to 7.04’ above the MLLW.

Geotechnical Conditions The soils at the site are grouped into four stratums: Fill, Soft Clay and Silt, Alluvium and Bedrock. Soils that have the potential for liquefaction during a seismic event will be removed and replaced with new fill as specified in the geotechnical report.

Hydraulic Conditions Static and Dynamic wave loads as shown in the coastal Engineering report are used in the design of the wall. The permitted footprint of the wall does not include an additional width to allow for the addition of toe protection. Since there is no toe protection the wall is designed for the maximum scour depth as calculated in the hydraulic report.

Wall Geometry The coping of the wall is calculated using the roadway PGL and cross slopes. The seawall coping height above MLLW varies from 1.50’ to 7.13’. The toe of wall will be placed below the maximum scour depth.

The wall toe depth below MLLW varies from ‐7.00’ to ‐15.00’.

Wall Type Several wall types have been evaluated for use on this project. The following structures have been considered: Rip‐Rap revetment, Pile supported deck, Anchored sheet piles, Sheet piles with H‐King piles, Soldier‐Piles with Precast panels, and Precast Modular Block wall.

A Precast Modular Block (PMB) wall has been selected as the preferred wall type for the project.

WALL LOADS

Dead Load (DC) Precast Modular Blocks 140 lb/ft3

Reinforced Concrete 150 lb/ft3

Live Loads (LS) Live loads will be applied to the wall as a surcharge.

HL‐93 Live 250 lb/ft3

The wall has been designed to allow the use of a future trolley. The provided design loads for the trolley are 9440 lbs per axel, for a four axel vehicle.

Water Loads (WA) Static water pressure 64 lb/ft3

Buoyancy 64 lb/ft3

In the coastal engineering report, the dynamic water pressures have been calculated for the 100 years storm event. The loads will be used for the extreme load case.

Location

Wave Crest Wave Trough

Dynamic Pressure At Top of Wall

(lb/Ft2)

Dynamic Pressure At Mudline (lb/Ft2)

Wave Trough Elevation

(Ft)

Dynamic Pressure At Mudline (lb/Ft2)

Sta. 239+90 703 682 ‐1.4 102

Sta. 240+20 703 682 ‐1.6 119

Sta. 240+70 703 682 ‐1.4 102

Sta. 243+30 703 682 ‐1.4 102

Sta. 244+40 703 682 ‐1.9 136

Sta. 246+00 852 822 ‐2.3 170

Sta. 246+50 852 822 ‐2.8 204

Sta. 247+00 738 717 ‐1.9 136

Sta. 249+00 852 822 ‐2.1 153

Sta. 251+00 852 822 ‐2.1 153

Sta. 252+00 831 803 ‐1.9 136

Sta. 252+80 831 803 ‐2.3 170

Sta. 254+50 831 803 ‐2.3 170

Sta. 255+80 1055 1008 ‐4.2 306

Sta. 257+10 1001 959 ‐3.7 272

Sta. 258+10 1001 959 ‐3.7 272

Sta. 258+80 1001 959 ‐3.7 272

Horizontal Earth (HV) and Vertical Earth Pressure (EV) The lateral earth pressures for PMB walls are defined in AASHTO 3.11.5.9.

Moist Unit Weight 120 lb/ft3

Saturated Unit Weight 140 lb/ft3

Since the back face of the wall is relatively steep, Coulomb theory may be used to calculate Ka and Kp.

The friction angle (δ) is measured from the bottom back toe of the bottom block to the top back of the top block. (AASHTO C3.11.5.9‐1 and 3.11.5.3)

		1
′	′

cos

Seismic Loads Seismic design of the wall is not required. AASHTO 11.5.4.2 states that walls designed using the static method typically do not experience significant damage in locations where the site adjusted peak ground acceleration is below 0.50g. Seismic design is not required for locations where the site adjusted peak ground acceleration is below 0.40g. The site adjusted peak ground acceleration, AS =0.36g.

Scour In the coastal engineering report the scour elevations have been calculated for the 100 years storm event. The scour elevations will be used for all load cases.

Location Mudline Elevation

(Ft, MMLW) Scour Depth

(Ft) Scour Elevation (Ft, MMLW)

Sta. 239+90 ‐3.0 5.5 ‐8.5

Sta. 240+20 ‐3.5 5.6 ‐9.1

Sta. 240+70 ‐3.0 5.5 ‐8.5

Sta. 243+30 ‐3.0 3.8 ‐6.8

Sta. 244+40 ‐4.0 3.9 ‐7.9

Sta. 246+00 ‐5.0 4.7 ‐9.7

Sta. 246+50 ‐6.0 4.5 ‐10.5

Sta. 247+00 ‐4.0 6.4 ‐10.4

Sta. 249+00 ‐4.5 6.4 ‐10.9

Sta. 251+00 ‐4.5 7.9 ‐12.4

Sta. 252+00 ‐4.0 5.7 ‐9.7

Sta. 252+80 ‐5.0 7.6 ‐12.6

Sta. 254+50 ‐5.0 5.7 ‐10.7

Sta. 255+80 ‐9.0 3.0 ‐12.0

Sta. 257+10 ‐8.0 6.0 ‐14.0

Sta. 258+10 ‐8.0 6.0 ‐14.0

Sta. 258+80 ‐8.0 7.5 ‐15.5

WALL DESIGN PROCEDURE

Proprietary designs for Precast Modular Blocks (PMB) are available through several manufacturers. The block height, width and depth vary for each proprietary design.

Four proprietary PMB’s were reviewed for this project. Each manufacturer was contacted and in‐ progress plans submitted to them for review. Each of the manufacturers agreed that they could develop a site specific design for the project using their proprietary PMB’s.

Most manufacturers also suggested that in addition to a PMB gravity wall design, a reinforced PMB wall is typically more cost effective for wall heights over ±15’.

A gravity wall design uses blocks of varying depths to construct a wall that resists loads using gravity.

A reinforced wall uses straps embedded into retained soils to resist loads.

The wall plans and calculations assume that the wall is a gravity wall design.

The reviewed proprietary PMB block heights vary from 1’‐4” to 2’‐6”. A height of 2’‐0” was chosen for this calculation. The PMB widths vary from 4‐0” to 6’‐0”, a 1’‐0” strip design was used in this calculation.

PMB depths vary upward from 2’‐0”. Increments of 1’‐0” were used in the design.

Design Example The tallest wall section (22.08’) occurs at station 259+34.42. At this section the coping is 7.10’ above the

MLLW, and the toe is 15.00’ below the MLLW. The design water level is typically 0.98’ above MLLW.

During the extreme event, the water level is flush with the coping 7.10’.

The design of PMB walls is covered in AASHTO 11.11.1 The wall will be checked for overturning/eccentricity, Sliding, and Bearing. Since the blocks are modular, the design must be checked at each block/block or block/foundation interface.

The design resulted in a 22.00’ wall with 11 rows of blocks. The top block is 5.00’ in depth, and the bottom block is 9.00’ in depth. The angle of the backwall is taken as a line from the back lower toe of the bottom block to the back upper top of the upper block.

Friction Angle (δ) 30°

Angle of wall backface (Θ) 77.2°

Effective angle of internal friction (Φ’) 22.5°

Angle of backfill (α) 0.0°

		1
′	′

Active pressure coefficient (Ka) 0.40

Passive pressure coefficient (Kp) 4.46

Sliding Sliding is checked (AASHTO 10.6.3.4) between the base block and the gravel or concrete leveling pad, and between each block layer.

Eccentricity Eccentricity Limits (AASHTO 11.6.3.3) for block on the gravel leveling pad are e/L<0.33, for block on rock or concrete leveling pad e/L<0.45. The eccentricity limit for block on block is treated the same as block on rock.

Bearing Capacity The calculated ultimate bearing capacity is shown in the geotechnical report.

Load Combinations and Load Factors AASHTO Table 3.4.1‐1 and 3.4.1‐2

Load Factors

Strength I (Maximum)

Strength I (Minimum)

Extreme I (Maximum)

Extreme I (Minimum)

Service

1.25 0.90 1.25 0.90 1.00

1.75 0 1.00

Active

1.50 0.90 1.50 0.90 1.00

At Rest

1.35 0.90 1.35 0.90 1.00

1.35 1.00 1.35 1.00 1.00

(Static)

1.00

(Dynamic)

0 1.00 0

Resistance Factors AASHTO Table 10.5.5.2.2‐1

Resistance Factors

Strength I

Bearing Resistance

0.45

Precast Concrete to Stone

0.90

Stone to Soil

0.90

Passive

0.50

Variable Degress Radians Coefficient

Angle of internal friction

30 0.52 -

Φ'f effective angle of internal friction 23 0.39 -

Ka - - 0.40

Kp - - 4.46

Г - - 2.91

Effective Weight of Saturated Backfill

- - 65.55

Density of Water - - 64.00

Density of Concrete - - 140.00

Angle of backfill 0 0.00 -

Live Load Surcharge - - 250.00

Ttop - - 5.0

H - - 22.0

Tbottom - - 10.0 θ

Angle of backface

77.2 1.35 -

Friction - - 0.58

Soil Properties

Wall Properties γSALTWATER 0.064 (k/ft

Depth F (WASTATIC) y M (WASTATIC)

(ft) (kip) (ft) (kip‐ft)

2 0.13 0.67 0.09

4 0.51 1.33 0.68

6 1.15 2.00 2.30

8 2.05 2.67 5.46

10 3.20 3.33 10.67

12 4.61 4.00 18.43

14 6.27 4.67 29.27

16 8.19 5.33 43.69

18 10.37 6.00 62.21

20 12.80 6.67 85.33

22 15.49 7.33 113.58

Depth F (WASTATIC) y M (WASTATIC)

(ft) (kip) (ft) (kip‐ft)

8 0.13 0.67 0.09

10 0.51 1.33 0.68

12 1.15 2.00 2.30

14 2.05 2.67 5.46

16 3.20 3.33 10.67

18 4.61 4.00 18.43

20 6.27 4.67 29.27

22 8.19 5.33 43.69

Static Water Pressure (WASTATIC)

Extreme Load Case (Wave Crest)

Service and Strength Load Case

Pressure 0.959 (k/ft

Depth F (WADYNAMIC) y M (WADYNAMIC)

(ft) (kip) (ft) (kip‐ft)

2 1.92 1.00 1.92

4 3.84 2.00 7.67

6 5.75 3.00 17.26

8 7.67 4.00 30.69

10 9.59 5.00 47.95

12 11.51 6.00 69.05

14 13.43 7.00 93.98

16 15.34 8.00 122.75

18 17.26 9.00 155.36

20 19.18 10.00 191.80

22 21.10 11.00 232.08

Depth F (WADYNAMIC) y M (WADYNAMIC)

(ft) (kip) (ft) (kip‐ft)

Dynamic Water Pressure (WADYNAMIC)

Extreme Load Case (Wave Crest)

Service and Strength Load Case

DYNAMIC WATER PRESSURE

IS USED ONLY DURING EXTREME EVENT

γMOIST 0.120 (k/ft γSATURATED 0.140 (k/ft

Φ'f effective angle of internal friction

22.5 degrees 0.39 Radians

KA 0.40

Depth FH (EHACTIVE) y MH (EHACTIVE) FV (EHACTIVE) x MV (EHACTIVE)

(ft) (kip) (ft) (kip‐ft) (kip) (ft) (kip‐ft)

2 0.10 0.67 0.07 0.04 0 0

4 0.42 1.33 0.56 0.17 0 0

6 0.94 2.00 1.88 0.39 0 0

8 1.67 2.67 4.46 0.69 0 0

10 2.61 3.33 8.71 1.08 0 0

12 3.76 4.00 15.05 1.56 0 0

14 5.12 4.67 23.90 2.12 0 0

16 6.69 5.33 35.68 2.77 0 0

18 8.47 6.00 50.80 3.51 0 0

20 10.45 6.67 69.68 4.33 0 0

22 12.65 7.33 92.75 5.24 0 0

Depth FH (EHACTIVE) y MH (EHACTIVE) FV (EHACTIVE) x MV (EHACTIVE)

(ft) (kip) (ft) (kip‐ft) (kip) (ft) (kip‐ft)

2 0.09 0.67 0.06 0.04 5 0.22

4 0.36 1.33 0.48 0.17 5 0.87

6 0.81 2.00 1.61 0.39 5 1.95

8 1.67 2.67 4.46 0.69 5 3.46

10 2.61 3.33 8.71 1.08 5 5.41

12 3.76 4.00 15.05 1.56 6 9.35

14 5.12 4.67 23.90 2.12 7 14.85

16 6.69 5.33 35.68 2.77 7 19.40

18 8.47 6.00 50.80 3.51 8 28.06

20 10.45 6.67 69.68 4.33 8 34.64

22 12.65 7.33 92.75 5.24 9 47.15

Extreme Load Case

Service and Strength Load Case

Horizontal Active Earth Pressure (EHACTIVE) γSATURATED 0.140 (k/ft

Φ'f effective angle of internal friction

22.5 degrees 0.39 Radians

KP 4.46

Depth FH (EHPASSIVE) y MH (EHPASSIVE) FV (EHPASSIVE) x MV (EHPASSIVE)

(ft) (kip) (ft) (kip‐ft) (kip) (ft) (kip‐ft)

2 1.15 0.67 0.77 0.48 0 0

4 4.61 1.33 6.15 1.91 0 0

6 10.38 2.00 20.77 4.30 0 0

8 18.46 2.67 49.23 7.65 0 0

10 28.84 3.33 96.15 11.95 0 0

12 41.53 4.00 166.14 17.20 0 0

14 56.53 4.67 263.82 23.42 0 0

16 73.84 5.33 393.81 30.59 0 0

18 93.45 6.00 560.72 38.71 0 0

20 115.37 6.67 769.16 47.79 0 0

22 139.60 7.33 1023.75 57.83 0 0

Depth FH (EHPASSIVE) y MH (EHPASSIVE) FV (EHPASSIVE) x MV (EHPASSIVE)

(ft) (kip) (ft) (kip‐ft) (kip) (ft) (kip‐ft)

2 0.99 0.67 0.66 0.48 5 2.39

4 3.96 1.33 5.27 1.91 5 9.56

6 8.90 2.00 17.80 4.30 5 21.51

8 18.46 2.67 49.23 7.65 5 38.23

10 28.84 3.33 96.15 11.95 5 59.74

12 41.53 4.00 166.14 17.20 6 103.23

14 56.53 4.67 263.82 23.42 7 163.92

16 73.84 5.33 393.81 30.59 7 214.10

18 93.45 6.00 560.72 38.71 8 309.68

20 115.37 6.67 769.16 47.79 8 382.32

22 139.60 7.33 1023.75 57.83 9 520.43

Extreme Load Case

Service and Strength Load Case

Horizontal Passive Earth Pressure (EHPASSIVE)

) Surcharge 0.250 (k/ft γSATURATED 0.140 (k/ft

Φ'f effective angle of internal friction

22.5 degrees 0.39 Radians

KA 0.40

Depth FH (LL) y MH (LL) FV (LL) y MV (LL)

(ft) (kip) (ft) (kip‐ft) (kip) (ft) (kip‐ft)

Depth FH (LL) y MH (LL) FV (LL) y MV (LL)

(ft) (kip) (ft) (kip‐ft) (kip) (ft) (kip‐ft)

2 0.19 1.00 0.19

4 0.37 2.00 0.75

6 0.56 3.00 1.68

8 0.75 4.00 2.99

10 0.93 5.00 4.67

12 1.12 6.00 6.72

14 1.31 7.00 9.15

16 1.49 8.00 11.95

18 1.68 9.00 15.12

20 1.87 10.00 18.67

22 2.05 11.00 22.58

NO LIVE LOAD DURING EXTREME EVENT

LIVE LOAD SHALL NOT BE USED AS A

RESISTING FORCE OR MOMENT

Extreme Load Case

Service and Strength Load Case

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F ac to r

F (W

Lo ad

F ac to r

F (W

A D

A M

Lo ad

F ac to r

F R

N G

F S

(f t)

(k ip

Le ve l

D ep th F H D C

Lo ad

F ac to r

Sh ea r K ey

F H

P A

Lo ad

F ac to r

F (W

Lo ad

F ac to r

F (W

A D

A M

Lo ad

F ac to r

F R

N G

F S

(f t)

(k ip

Le ve l

D ep th F H D C

Lo ad

F ac to r

Sh ea r K ey

F H

P A

Lo ad

F ac to r

F (E H A C

V E)

Lo ad

F ac to r

F (L L)

Lo ad

F ac to r

F R

N G

F S

(f t)

(k ip

Le ve l

D ep th F H D C

Lo ad

F ac to r

Sh ea r K ey

F H

P A

Lo ad

F ac to r

F (E H A C

V E)

Lo ad

F ac to r

F (L L)

Lo ad

F ac to r

F R

N G

F S

(f t)

(k ip

Le ve l

D ep th F H D C

Lo ad

F ac to r

Sh ea r K ey

F H

P A

Lo ad

F ac to r

F (E H A C

V E)

Lo ad

F ac to r

F (L L)

Lo ad

F ac to r

F R

N G

F S

(f t)

(k ip

Ex tr em e Ev en t (a

B lo ck

R es is ti n g Fo rc e

Sl id in g Fo rc e

Fa ct o r o f Sa ft ey 2 .9

Ex tr em e Ev en t (b

B lo ck

R es is ti n g Fo rc e

Sl id in g Fo rc e

Fa ct o r o f Sa ft ey 2 .3

Se rv ic e

B lo ck

R es is ti n g Fo rc e

Sl id in g Fo rc e

Fa ct o r o f Sa ft ey 1 .4

St re n gt h a)

B lo ck

R es is ti n g M o m en ts O ve rt u rn in g M o m en ts

Fa ct o r o f Sa ft ey 8 .8

St re n gt h b

B lo ck

R es is ti n g M o m en ts O ve rt u rn in g M o m en ts

Fa ct o r o f Sa ft ey

BOX CULVERT EXTENSION DESIGN

Site Conditions The existing box culvert at Kanal Grade is being extending to pass through the new. The existing box culvert is 6’‐0” wide by 2’‐8” high. It has previously been extended as part of project no. NH‐30 (36) in

2004.

Geotechnical Conditions The box culvert extension will be constructed on new fill as specified in the geotechnical report.

Box Culvert Extension Geometry The extension will match the opening of the existing box culvert.

Design Software The extension has been designed using FDOT Box Culvert Analysis Program. This provides a design using

AASHTO LRFD methods.

Box Culvert Analysis Program Dimensions and Material t)roperties @ 2002 Florida Deparlment of Transportatíon since all tlte ctesignvalues ctre sat,ed in fi¿ CurrentDataFile.

E" Reference : C : \FDOT Structu res\Prog rams\LRFDBoxCulvertV3. 2\Read Data.xmcd(R) data.file ctu'rentlv in use:

f,erifu 7,our intended Jile) CunentDataFile = "\Data Files\Vetel'ans 60 28.dat"

Only chonge netr t,alues. CalculaÍe lllorl<sheet (CTRt+F9) lv,ice to save/yiew nev'volues.

If current datctttctlues are correct, leave (XX) in lhe newData.field.

PfOjeCt = "Vetelans Drive 6'-0" x 2'-8 uewProject := "XX"

DeSignedBy = "SRL" ner.vDesignedBy:: "XX"

CheCkedBY = "tvlSL" nervCheckedBy:= "MS[,"

Co¡nrnent = "Olle Cell. 12.6'Sker.v, No Winglvalls" nelv(-'olnnrerrt := "XX"

Ðesiqn Par_anetere b,* = I ft This ¡trogt'um anoh,:eç r.t une.foor vi¿la cros.s section

Geometrv and Dimensions lr¡ enl.i:r rtfidtor chrsng,e clalatalues. chunge XX.dìmensiont,alt,es lo ll.ttt,Ic.:,ii¡t,.i t'ttlue.¡ openingv'idth of cell W" = 6 ¡ neivW, := XX.tt openinp¡ heighr oJ'cell Hc = 2.67 tì nervH" := XX.R clistctnce.[t'om top of opening to surface exlensio¡'t h:pe

0 - nev, bot (nr¡ extension) l- left exlension

?- right exlensiott

Extension = 2

Tt=fin nervT'1 := XX.in

Tr,u,:9.in nel'['rv:=XX'in

Lc = 50lc newLc := XX'ft

Depth = 4 ft ner,vDepth := XX.it newExtension := bol tont .s I ah thic kness, (8 inch min.)

interíor vctll thickness, Ti = 9.in (8 inc:h min.)

nttnber of cells NoOfCells = I vater hetrcl al top of'hor opening Llead = 0 ft (tl,picall¡'- 0.0)

T¡ = f .in ¡e,w'I5:- XX.¡n tre,,v'f¡ :- XX'¡n nervNoOfCells:= XX newlleacl:- XX.t

exlension notes:

I .Tv,o,feet ís aclded automalit:al!-v to the lengtlt of cul.verÍ and corresponding rebar Ienglhs Jòr s¡tlicing to ercisting culvert per Index No. 289

2. l|¡hen sv'iÍclting e¡:tension types, extensiorr-specilic variqbles require nev, u.ser inpu!,s (e.g. Ì1r,r,,, H",r¿, & Lr,,r,,) rl {t) ü Ê i= ilil t

Box Sectiun ilil ilil =ilililil:

=ilil

T 'b

212112012 1 Prope, ties&Dimensions.xmcd v3 2 index.for nuntber of heaávalls iwbeg := if(Extension + 2,0 ,7) iwend := if(Extension + I ,l ,0) iw:: irvbeg.. iwend iw =

Change all Group t,alues (color) and/or chctnse i ndividttal yalu es (v, h i te ).

(Use Math - Calculate LYorksheet to upclate) newH1,ru.1"¡:= XX.in newH¡ru.¡r1r1 := XX.in newB6,* 1"n := XX.in newB¡*..¡*1'1 := XX.¡n

Ehn'

Ðr:r:¿ frt.l1 í8";¡s 8.ú.4)

&ât3 8.ti2 f !1rr:; ßü51 tlyp .i f Ë,É-i ¡/fÁå 14'Ä¿ t i--ìå ¿-ì 1 i i.l;\ íPighl ileç4* ¡:ll tlrníl';r )

Left & right Heachrall (heaáuall exceeding 2 feet abote the top slab is height bey,oncl the intent of this progrant) þ, :f

Hhnv =

_5 I x l0 tn tn

Bh',," I x 10 hosc end skett (enler zero if tpposÌle entl of exlensiott) depth oJ soil above top slab

I'lringvall Geometty ibeg :: if(Extension + 2,0 ,2) iend :: if(Extensiou + I ,3 ,l) i := ibeg.. iend

Skervçr. = deg r2.6 newSl<erv6o* :=

XX'a"g

XX.aeg leJt right

"çnilHglgþj"'= if(newDepth = XX.fi,nepth,rrelr'Depth) if(new'l-1= XX.i,'.'lt.ne*'I,) SoilHeight=3?5ft

Elevation

L Hend

22t2112012 1 Properties&Dimensions.xmcd v3.2

Embankment Slope

END ELE\¡,.\TION

Notes.

Box sketv cmg4les neasurcdJromscluare, cotmtercloclçvíse positive. Wingtlall angles 0measuretl.from bt¡x:'l',all.tott,ing¡vall.

(allov,able rangefor e ¡s /i to 225 degrees). EmbankrnentSlopers the slope of the soil belo'¡,the top of Íhey,ingyallancl usedtu.

calcttlole the wingtvall lenglh. SideSlope is the slope of the soil thal goes dov,myard perpendi.atlar to the top of the heaÁrall If there are l'¡vo headv,alls and the-v" are nol parallel, default 9sidcslopc hcts to be overridden using B,,r"r.

Hstar.t.rlerà.rr := max(LlhJ + if[(newH" = XX.rt), H., newHl Hstarr.default = 6.67 ft

P rogrant current vcrlues Chcmge all vctlues

Hstart.

Side Slope

LONGITUDINAL SECTIÛN

SideSlope:= -

C ha n ge i ndiv i clua I wi ngtv a I I vtlue s

D€wH51.¡ ,i"uu. i= lìewe\vw. := ll

ErnbankmentSlope := -2 rße run rße rut'l t: ft XX ti

XX.n

XX.t XXn

XX'ceg

XX.aeg

XX.ceg

XX.aeg

}-lefi end

Enable thefollotving to use default'¡,alues (right click - Enable Epal.)

Skew' +shown

I t

Left End

Right BeginPlan

Skew ø Ð qI

Right End

Lefr Begin

Direction of Stationing

Ðn

102.9

77.5

2.!21t2012 '1 Properties&Dimensions,xmctj v3.2

I -left begin 2-right end 3-right begin

Deføult * lV i n gv a I I Le ngth t- Lww default : ft.

*assuntes roadv,a); CL is parallel to headwalls l0 l0

}-left end I -left begin 2-right end

Default *Wingvall End Height

*assumes roadv,ay CL is paralle I to head:vv alls

Change all values

Enable thefollonting to use +defatilt valttes (right click- Enable Eval.):

23.98

24.06

Change indiv idual y, ing+yall values newl.ru ww. ì: newH"n¿*nu I

9urrr.

XX.rt

XX.n

XX.r XX tt deg0sideslope

J 0

Hstart = ft Hend.default = ft

Program cutent values

L**. Itnð.

lt l= ft

}Jeft end l-left begin 2-right end 3-right begin

Soil Properties density of ss¡J moduhts of subg'ade reaction tbf Jsoil = I l0'-ft' lbf = 100000.-ft-

XXn XX.r XX.n

XX'rr

XX.aeg

*DeJàult value assunes roathttD, CL is parallel to heacÁt,alls new"Ysoit := XX.

n om i na I b e a r i n 6ç c apac i ry-, lhis is ctllov,able bearing p r e s s tu' e (ty p i c a I I,v fr o nt Geotech Engl multiplied byfactor ofsafety

I - slightl.v aggressive

Environnrcntal Class 2 - moderately aggressive Env = 3 3 - extremelv aggressit,e lbf ft-soilfriction angle 0 = 32.deg newþ :: XX.aeg k, luewkr:= ** Ë gnom = sooo..lg rìewqron,= t* Ë

Material Properties

3 0

2t2112012 I Properties&Dimensions.xmcd v3.2 newEnv:= XX modular ratio trmod=9 newnmod:=XX density ofconcrete 'yconc = ne\ilJconc,= XX E ft' reinforcing sttengtll Fy = 6o'ksi newFr:= XX.tsi concrete streugth presetfor FDOTwork

Concrete Modrilus of Elasticity (based on slrength as given in the Stntctures Design Guidelines) Efdot = 3841.45.ksi E = 384l.ksi newE:= Efdot

Construction Vehicle Load (optional)

Applies'¡uheel Load assuming no soil cover.

spacing bet'¡veen axles I and 2 & axles 2 and 3:

ConAxleSpacingl = 16.4ft newConAxleSpacingl := XX.ft

ConAxlesppoingp, = 16.4¡ newConAxleSpacing2 := XX.ft new'Yw:= XX' tbf ft3 f..fdot := if(Env < I ,3.4'ksi,5.5'ksi) fc.fdot = 5.5'ksi f = 5.5-ksi newf" := f. ¡¿o1 lffio, Etdot := if(AggFactor = 1 ,0.9.7820, 1820)

J enter "0" for Standard Aggregate ksi or "l " for Florida Aggregate AggFactor:= I construction wheel loads I , 2, and 3:

ConWheell = O.kip newConWheelt := XX.kip

ConWheel2 = O.kip newConWheel2:= Xx.kip

ConWheel3 = 0.kip newConWheels := Xx.kip

Headwall Loads

Additional dead load if a barrier is located on top of the headwall

Setv,hether a line of tntcku,heels is considered as a loading. (l : considered,0: not considered) end of data entry

BarrierDl¡* = 0.

kip newBarrierDl¡*:= XX" kip ft ft

Considerl.l¡r"=l newCousider|.l¡ou:= XX enter "0" for not considered or "l " for considered

Write Box Desiqn Data to NewDataFile assign the data read in to the data to be read out, then change only the netu values usíng the fSwitchData/ønction:

DataOut:= Dataln

52t21t2012 1 Properties&Dimensions.xmcd v3.2

fl. Reference : C : \FDOT Structu res\Programs\LRFDBoxCu lvertV3. 2\ReadData.xmcd(R)

CumentDataFile = "\Data Files\Veterans 60 28.dat"

Box Culvert Program:

Box & Headwall Load Cases O 2002 Florido Depoilnent ofTran.sportation

PfOjeCt = "Veterans Drive 6'-0" x 2'-8""

DesignedBy = "sRL"

CheckedBy = "MSL"

Generate Loads- lnstructions :

1. 'Calculate Worksheet (CTRL+Fg)' to generate loads for the followìnq worksheets (Repeat process if changes are made to Worksheet 1).

2. Close this worksheet without saving and proceed to the following worksheet.

Nofe: ,4tlSHTO section references are sho$,tt at righl margin, v,here appropriate, in bolcl-italic font

Desiqn Parameters

Geometry and box dimensíons from CurrentDataFile

Wc = 6 ft opening vidth of cell

Hc = 2.67 fi opening height oJ cell

Tt = 9.in top slab thickness. (8 inch nin.)

Tn = f .in hotton slab thickness, (8 inch min.)

Ti = f .in interior wall lhickness, (8 inch min.)

Tr¡, = f.in eÀ-ter¡ot'vall lhickness, (8 inch nin) lenglh of cult,ert along centeiline

NoOfCells = I mtmber of cells Extension = 2 extensiclnhtoe 0 ne'n, box no exlension, I leli extension, 2 right extension

Lc = 50ft

Èlead = 0 ft Depth = 4 ft

HyclraulìcOpening :: W..H..NoOfCells HydlaulicOpening : 16.0? ft

Soil properties v,uter lrcad at top of box (ltpicall.v - 0.0) clistance.fi'onr lop of openittSi Io strrface

1 This progranr anal¡,ses a one foot wide cross sectÌon tbf Qnotn = 5000 ft'-ft' tbf 'Y - 110'-ft" densily tl'soil angle

Material propeÉies

Env = 3 Ent,ironnenlal Class l-sliglttly aggresive 2-ntoderate 3-extreme

.soil ö = 32'deg

Ji.ictiott lbf moclttlus of

k. = 100000.-, strhgt'udc

17- reuctit.tt bnu=1ft nodular ratio

-c1 ll yl o-lolÊl

T fú d) T

\-7

t t= ilil ilil=ilil = ilil= il[ ilil= llll=llll:llll

Box Section

12t21t2012 2Box&HeadwallLoads.xmcd v3.2 nnrod = 9 fc = 5.5.ksi concrete strength presetfor FDOTtrork rbf Jconc = ¡59 '- densily o/concrete ft' Construction vehicle loads (optional)

ConWheell = O.kip ConWheel2 :O.kip

CorrAxlespacingl = 16.4ft ir';r:l:i':l:;"""'

E : 384l.ksi concrete nrc¡duhts o/ elasticity

Fy = 60.ksí reinfurcing strength

ConWheel3 = O.kip conslntction v,heel loads

ConAxleSpacing? = 1 6.4 ft aile spacing bet'pveen

LYheels 2 and 3

HeadwallLoads Considerll6* = I BatrierDl-l,ou: t +

Box Culvert Design:

Seclion I - ßox Loacls, 75 pages

Strength6o,T =

S"rui""6o*f:

Write box load data to DataOut variable

DataOut*- :: Strengthbox DataOutr. := Selvicebox

0 I 2 3 4 5 b 7 I 9

0 4.71 -0.3 4.71 -0.3 7.26 4.96 -0.3 5.85 -0.67 6.4

1 7.67 o.47 7.67 0.47 0 0.56 0 -0.52 0 0

2 0.35 0 0.35 0 0 7.67 o.47 9.21 0.69

0 1 2 3 4 5 6 7 I I o 2.56 0 2.56 0 3.97 2.81 0 3.57 0 3.62

1 428 0.38 4.28 0.38 0 023 0 -0.17 0 0

2 0.15 0 015 0 0 4.28 0.38 4.89 0.76

Headwall Design 8;, 1999 Florida Depannrcnt ofTratßportation

Desiqn Headwall Nole: No lateral load analysis is performed on the headwall. If signifcant ltorisontal loads are anlicipøIed, supplentenlal calculations are required.

22t21t2012 2Box&i {eadwallLoads.xmcd v3.2 skew

Plan hh*

Section iwbeg := if(Extension + 2,0,1) iwend := if(Extension + I ,l ,0) iw := iwbeg.. iwend indexforv,alls

Note: AASHTO section refetences are shov,n at ríght nargin in bold-italic font.

SkewDinsram TributaryArea for headwall design is defined ín this file lw=

Hh* = 1xl0 nc:= NoOfCells

Skew =Bh* = kin BarrierDl-¡nu = 0.+ tt

Considerll-¡* = I ic:= 0..(nc- l)

Wc=6ft

Tt = 9'in

E = 384l.ksi tn openrng width of cell top slab thickness concrete ntodulus of elastíci1t

1n opentng height ofcell exterior vall thickness soíl density weight ofwater fc = 5.5'ksi

Ti = 9'in

Env=3 flmod = 9 ínterior v,all thickness

Environmenîal Class I is slightly aggresswe 2 is moderate 3 is extreme ralio ofsteel and concrete modulus of elasticity

Hc= 2'61fr'

Tw=fin rbf t = llo'l ft-lbf 1w = 62.4.-ft-

Fy = 6o'ksi

5 51xl0 t2 )

12.6 'deg left right

Additional dead load if a barrier is lr¡cated on top of the headwall

This variable seis whether a line of tru.ckwheels is considered as a loading. A I value means it is consídered and a 0 means it is not index for cells NoOfCells= I number ofcells

SoilHeight = 3.25ft. soil height abot'e tops b lbf "yconc = 159. '* concreîe tmil weight

Galculate load combinat¡ons

Strenqth

,å[t$Rå]þ¡¡rrr,= 1.25.Forcer* + 1.35.Force"* + 1.75.Force¡1.Considerl,l1,* * 1.75.Force1*"'Consìderl-I-¡*

32t21t2012 2tsox&HeadwallLoads.xmcd v3.2

2, þ þ I

Service

"Hgnßgg'wr= l.0.Forcer*+ l.0.Forre"*+ 1.0.Force¡.Considerl-I.¡*+ 1.0'Force¡un..Considerl-I-¡*

Due to the dífference in the center-to-center span (model) versus clear span (actual) a reduction in the momentforces is allowed. For end montents, a reduction of l/3*Vend*t is used andfor midspan moments l/6*Vend*t is used.

00 0 00 00 0 00

30.53 18.97 Strength¡* = Service¡* =14

31.88 20.8 1.28 x l0 51.22 31.89 18.97 12.64 7.42 x lo- 15

,,r"n$h*ru,, := Strenethn*,*,, - *.

4.Strength¡*.*,, Tw tn*r*,0 ft

"qfigRålhhry- ) := Strengfhhw.

lT* -.Strength¡*r", t.T ,$fülgfuù-,r-Ñv 2

00000

31.88 20.8 -5.2 47.51 31.89

:= S"tui"%*iou,2

:= Servic.eh**,, 4.S.rni""nÏ*,, Lh*'.

lw,u

Service¡*.

1\ry

Servicqrru =

Tw ft 'Service¡r,r,..

lw I

Tw ft

Strength¡* = 00000

18.97 12.64 -3.16 28.32 18.97

Write box and headwall load GurrentDataEiþ CunentDataFile = "\Data FilesWeterans 60 28.da DataOut := Dataln

Lo DataOut- ^/wwwwwl ft

DataOutr, := Strengthbo* DataOutr. := Servicebox

DataOutr', ;= BoxForcerk DataOutr', := BoxForceil

DataOutr'O := BoxForcelane DataOutr., := BoxFotcees

DataOutr', := BoxForceen DatuOutl.g := BoxForcewa

Haunchloo Haunch6ol DataOut,rr,= # DataOut,rr:=

WRITEPRN(CurrentDataFile) := DataOut

WRITEPRN(NewDataFile) := DataOut

DataOut*, := Strengthhw

DataOutrO, := BoxForcedc

DataOutrOU := BoxForceev

DataOutrOn ;= BoxForcels

DataOutr* := Servicehw

42t21t2012 2Box&HeadwallLoads.xmcd v3.2

52t21t2012 2Box&HeadwallLoads.xmcd v3.2

|fl, Reference:C:\FDOT Structures\Programs\LRFDBoxCulvertV3.2\ReadData.xmcd(R)

Cun'entDataF'ile = "\Data Files\Veterans 60 28.dat"

Box Gulvert Program:

Box Reinforcement Design

PfOjeCt = "Veterans Drive 6'-0" x l'-8""

DesignedBy = "sRL"

CheckedBy = "tvlsL"

Note: AASHTO section references are sltown at right margín, v, here appropriale, in bold-italic font

1. Desiqn Faramete¡'s

Geometry and Box Dimensions brv = I ft This progran analy':es a onefootwide cross section

Wc-6ft

Hc - ?.67 l't

Tt=f in

Tu=fin

Trt'- f irl

T¡ -- 9'in

Lc = 50f't

Depth : 4 ft

E.rtension = 2

NoOfCells- I nuntberof'cells openingy,iclth of cell opening height ofcell top slab thickness, (8 inch mitt) hotÍom slab thickness, (8 inch min.)

exteriot ¡t,all thickness, (8 inclt ntin.)

interior wall ¡hic'kness, (8 inch nin ) (Ti-'ì\t,Jòr one cell boxs.)

length o"f cul't,ert ulong cenlerline ctis'rcnc:e ./iom top of opening tc srtface eÍlens¡ot't l!De 0 new box, no extension I leJi extension 2 right et:lension

/o\ Skervso. =

[,r.u ,J o.*

HydraulicOpening := W". H".NoOfCells

Head-0ft

HydraulìcOpening = 16.92 ¡

Soil Properties t,aler head qf to¡t o/ box (lypicall¡, - 0.0) lbf^f=ll0-lbf ks = 100000.- ntoclults of subgracle reacliott

6 = -32.deg soilf iction ttngle

E ßt {t) :E

Box Section

=ililllll:llll = ilil= illt ¡¡= ilil:

ilil= ilil

-tr1 rl

'F¡ I rLlolol

Skew' +shown t

Left End

$kew

Plan

F¡ o

€i 1 Ð ã

Right End

Right Begin Lefr Begin üirection of $tationing

Hâ L

?t21t2012 ctensily oJ s6il

3BoxReinf.xmcd v3.2

Material Properties

Env:3 Environnental Class l -slightly aggressive 2-moderate 3-extrente flmod= ) nodttlarratio f = 5.5'ksi

Construction Vehicle Loads (if required)

ConWheell = 0.kip ConWheel2 = O.kip

ConAxleSpaci'gl = ló.4 ^ '::;::in';i'

ConWheel3 = O.kip constntctionwheel loacls

, ConAxleSpacing2 = 16.4ft space befit,een axles 2 and 3 concrete strength tbf Jco'c = 150.-ft" density of concrete E = 3841.|<si concrete modulus of elasticity Fy = 60'ksi reinforcing strenglh

2. Desiqn and Check Main Reinforcinq it :: 0.. 29 indexJor tra¡tsyerse sections

BalSize6n.*. := 0 56o". := l2.in-- rt rt

Cross Set:tion NoÍes:

l. Bars shrwn with the same color are combined as Bar Groups.

2. Colored numbers inclicate monten! analysis locations.

3 Colored. nuntbers in parenthesis indicate s hear analy,s i,s I oc a I i otts.

4 Black rntmbers refer to har ctesignations.

E nte r boJ rei nIqgu_q_9ize_a n d€Baçlng

Generally, reinforcement shoulct be at least a #3 bcu' and spacing should not exceed I 2 iriches.

Note: Shear generall¡: controls slab andvall thicknesses and cracking generally controls reinforcement arcas

Bar Designation (section nunbe¡) Bar Si:es & Spacings ttsed in onalvsis

D|01(2)

D102(t,3,4)

Dt 03(12,t 4, t 6)

D104(t5)

D105(e,0,5) Dt06(9,7,13)

BarSize.¡u6, = Sslabs = tn

BalSizeDlO, :=

BalSizeDlOr:=

BalSizeDlO, :=

BarSizeDlOO:=

SDIO, :=

SDlor:= sDlo, :=

SD1OO :=

SDI

BarSizeDl

:= XX

:: XX

XX.in

= XX.in

.tn 05

Dl03 trE trE trE trE trE trE

44 -

*r*{ l4 trtrt

BOX CROSS SECTION

Reinforcemenl and Analysis Localions

" t1 fr

2 l1Éi

1# {'r%} 'r5 {20}

0 (r7!

2t21t2012 eurSira."rr.., = (5) e-Jcomers -

3BoxReinf.xmcd v3.2

06 06

D|07(r t) D108(6,8,10) nu.si,.*"'. = (3) *"*= (l;) tn

BarSizeDl

:= XX

:= XX.in

:= XX'in

SDI

SDl

Section 2 - Box Main Reinforcemen| l0 pages

CheckCrackingbor,T =

CheckM6o*T =

CheckAs¡.,;,.,.6e*T =

CheckShear¡*-,,, I

3. Desisn and Check Box Lonqitudinal Reinforc¡nq

0 1 2 3 6 7 8 I 0 ok ok ok ok "oku ok "ok" ok ok

0 I 2 3 4 5 6 7 8 9

0 ok "ok' 'ok' "ok" "ok "ok" 'ok' "ok" ok

0 1 2 3 4 5 6 7 8 I 0 ttoktt ttoktt ttoktt ttokt' ttoktt ttoktt ttoktt ttoktt "ok"

SummadCheckCracking6o*) = "OK" summary(CneckMSo*) = "OK"

SummardCtreckAs,n¡n hor) = "OK"

Summary(CtreckShearç,r) = "OK"

Sunrma(CheckAll6o*) = "OK"

0 1 2 3 4 6 7 8 9

0 "ok" 'ok" ok 'ok" ok 'fok" "ok" ok ok

32t21t2012 3BoxReinf.xmcd v3.2

To meet LRFD temperature cmd shrínkage requirentents, rei nforcentent spacing should not exceed l2 inches.

il := 0.. { indexfor longitudinal sections

Enter Box Lonqitudinal Reinforcing

Bar Sizes & Spctcinss uw!_rryuSl_yg!- Chrnse Bcu'Groun ftoloù yalue.ç r¡r ¿hanse individual Bars hrhite)

BarSizeDl'n:= XX

BarSizeDI iU:= XX

SDI

SDl

SDl tnBarSizqorr*

S o'rg t2 t2 t2 t2 l2 nn:: XX.ìn

,O:= XX.in

,, := XX.in t,r:= XX'in

,, :: XX.ìN flarSizeD I := XX 1t

BarSizeDl := XX SDI l2

BarSizeDl := XX SDIl3

3 - Box Longiludinal Reinforcement, 3 pages

1' CheckAs6n,'o. ( "ok" "ok" "ok" t'ok" "ok" )

Summary(CheckAs1.rr.,o.¡¡6*) = "9¡i"

Summary(CheckAll6or) = "OK" box trrÐ

Dl1rl

I@ trE

¡Etil

Box Cross Section

Longitudinal Reinf. and Analysis Locations

Write Box Desiqn Data to CurrentDataFile = "\Data Files\Veterans 60 28.dat" filê

Assign the dctta values read in to the ones io be read out, then change onl¡t the ones ntodified in this file

Sslabs

^RnIARpüsz:= Balsizeslab, Dataout'

DataOut:= Dataln

Srvalls lnln evcornefs

DataOutrO := BarSizeruu¡1, DataOut* slong DataOutr. := BarSize.on'.r, DataOut, 7' BarSize¡o,,,DataOut*

2t2112012 tn

3BoxReinf.xmcd v3.2

DataOut"n In sbo* DataOut.. := str2vec(Sumrnary(CheckAllb"*)) DataOutno:= ReinfBox DataOutnn := 4!)) \ uu'\// yu ft_

DataOutn, ft

DataOutr. := BarSizetoc

DataOut, \ryRITEPRN(CurrentDataFile) := Dataout

V/RITEPRN(NewDataFile) := DataOut tsection DataOut,,, :-d lo' ft

5?_t21t2012 3BoxReinf.xmccj v3.2

R Reference;C:\FDOT Structures\Programs\LRFDBoxCulvertV3.2\ReadData.xmcd(R)

@ 2002 Florida Department ofTrivßpoilqtion

Note: AASHTO section references are sho'¡yn at right margin, where appropriate, in bold-italíc font

Desiqn Parameters

Geometrv and Box Dimensions

TU = f .in bottom slab thickness, (8 inch mín.)

Extension = 2 extension lype 0 netv box no exten.

1 left extension 2 right extension bw = 1 ft This program analyzes a onefootwide cross section

Skew6o* = deg

Material Properties

Env=3 fc = 5.5'ksi lbf "fconc = l50'-ft-

E = 384l.ksi

Fy = óo'ksi nmod = 9

Environmental Class I -slightly aggresive 2-moderate 3-extreme concrele strength density ofconcrete concrete modulus of elastícity reinforcing strength modular ratio

12.6 iwbeg := if[(Extension + 2),0,1] iwend := if[(Extension + 1), 1,0] iw := iwbeg.. iwend indexfor nwnber of cutoffwalls

4. Desiqn and Check Cutoff Wall Reinforcinq

Box Section

Dircction of Stationing

Po¡itivr Sken'

2t21t2012 4CutofñruallHeadwall.xmcd v3.2 left Head'vtall right Heaàuall indexfor number of cutoffwalls

.i.wbeg;= if(Extension + 2,0 ,l)/wr rv\r\wv iwcnd.;= if(Extension + I ,l ,0)/WÁ/VWrv\^/ iw := iwbeg.. iwend iw =

Sars S¡lá {8o¡* 8!l}

L'ÍT TU,TTFT Wê,LI- SI"üTIüN f¡ç¡ghf Cutof f W*llsírr¡îfnri

Enter Cutoff Wall Dimensions

Note: changes in height orwídth of the CutoffWall or Headwall requires arecalculation of the Loadsfile (2Box&HeadwallLoads.mcd) Height of Cutoff lVall inchtdes the thickness of the bottom slab. Cutoff walls exceeding 2 feet be.lov the bottom slab is beyond the intent of this program.

Values currently beins used b]) the program Chanqe Group values (srar,,) or change individual \:alu.es fuLjle)

ÐçrF âü9 {Êe¡s âlÊ} newB"*¡"¡:= XX.in newB.* r¡*¡¡ :=,XX.in newH"*.¡"¡:= XX'in newH"*¡*¡1 := XX.in

BarSizeDSOr:= XX NumDSOr:= XX

BarSizeDSOr:= XX NumDSOr;= XX

BarSizeDSrO:= 5 NumDSrO:= XX

BarSizeDSr, := 5 NumDSr, := XX

BarSizeDSOn := XX SDSO':= XX.in

BarSizeDSrr:= XX SD8,r:= XX.in

Cutofi'wall width & height

..lnBó* = ')

Note: Heíght of Cutoî Wall includes the thickness of the bottom slab

Enter Cutoff Wall Reinforcinq left Cutoffwall, top left Cutoffwall, bot right Cutoffwall, top BarSize.* = right Cutoffwall, bot left Cutoffv,all right Cutoffwall

Section 4 - Ctûoff Wall Desígn, 7 pages

Shear generallv controls tvall size croc king generqllv c ontrols reinforce ment arect

22_121t2012 4CutofñrallHeadwall. xmcd v3.2

CheckVn ¡¿"oan.cw =

Check\uooon..* =

Moment, minimum steel, and spacing checks checkCrackingmidspan.cw = | C heckCrackin gm idspar.

ok' t'ok t

'ok' checkCracki n gsupport. cw

CheckS6ol"* =

Ch eckCrackingsupport. cw

'ok

SummadCneckAllJ = "OK"

0.06 cw rokI ok'

CbeckM,rr¡¿roan cw = (,,:,,)

CheckM.uo***" = (,,o,0ç,, )

CheckAs.¡o.1oo.o*

CheckAsnr;n.6or,crv =

Check$on..*(,; )

(,"i )

=( CheckS.li,,.u'.r* 'ok

5. Desiqn and Clìegk !-leq_dtuall

Enter Desiqn Dimensions and Parameters

Note: No lateral load analysis is performed on the headwall. If significant horizontal loads are anlicipated, supplenrental calculalions are required. Height oJ'

Heaávall inchtdes the thickness of the top slab.

Headvalls exceeding 2 feet above the top slab is be¡,ond the intent of this program.

iw=

SkewSo- = deg left Headu,all right Heachvall

12.6

BarrierDl-¡nu - 6 kil Additional dead laad if a barrier is located on top of the headv,all

Considerl-l¡n" = I This variable sets vhether a line of tnrckv,heels is considered as a loading. A I vahte neans it is con.çidered ctnd a 0 nteans it is not

Note: Height of Heaúvall includes the thickness ofthe top slab

Enter Headwall Dimensions

Ilalues cu'rently being used by the proqrqm

Fa,"t äú,2 fFú¡i ,Sts,¡ a¡:/p ¿ i f i I rjf¿ Lttcr^¿lL¿ $flr*' IifiIv fÊ, r9h i ije *c{u'cl/ s'i,.n¡Y*ri

Heaàtall height Itrrw = lxl0 48 )'

5Left & ríght Heaàt,all y,idtlt Bh* =

Enter Headwall Reinforcinq tn 1x l0 t2

2t2112012 4C utofñruallHeadwall.xmc d v3.2 left Headwall, top left Heaával| bot right Headwall, top BarSizq* = right Heachvall, bot

:ì

:l)) utrlhlvN

BarSizeDSO, :=

BarSizeDSOO:=

BalSizeDSO, :=

BarSizeDSO, ;=

BarSizeD8OU:=

XX NunrDSO, := XX

XX NumDSOr:= XX

XX NumD8OO:= XX

XX NumDSOr:= XX

XX SD803:= XX.in

XX SD806:= XX.in left Heañvall right Heachvall ,,,,r,,** = [f) ssrinup.hw = (1I) ln

Section 5 - Heady,alÌ Design, I pages

Shear generallv controls tl,all size cracking generalb) controls reinforcentent area

Check\*1.r,,Oporthrv = (,o0u,, ) checkv¡n¡support.hrv = ( oou ) checkcrackin'nri<rspan hw : (l.il) checkCrackinsr.,ooor,.n* - l0'l [o/

CheckCrackingrnidspan hw =

CheckCracki ngsuppor.t.h r,v =

Montent, minimum sfeel, and spacing checl<s checkM',¡¿"oanhw = ( o0o ) checkAsn,¡n b"rh." = ( chectM*uo*n n,, = (,,o0*,,) ar..rnr,;n ,o'.n,,.= (

'ok ok CheckSlo' ¡.,"

'ok ok

CheckS6o¡.¡*: CheckSrl¡rr,,,o ¡,n = ok summary(ilheckAll¡,*) - "oK"

Write Box Desiqn Data to CurrentDataFile Assigttthedatqt,ctluesrectdintofheonestobereadouÍ,thenchangeonl.,-theonesmodifieclinthis.file DataOut:= Dataln

Haru DataOut. DataOut tn

B"*' in 42 DataOut., :: BarSize*v

Bh* DataOut.r::

DataOutOO:= Nunlcw

DataOutO, := StirSizecw DataOut Sstirrup.cw tn ln

DataOutn := ReinfCW

46'

DataOutr' := BatSizehrv DataOutr, := Nurnl.,nu

DataOutrr:= Stil'Sizehrv DataOut$

DataOut.r, : = str2vec( S r,* r ory( Ch""kAllhru))

VVRITEPRN(CulrentDataFi le) : = DataOut

V/RITEPRN(NewDataFile) := DataOut

Sstirup.hrv DataOutrU : = str2vec( Surnmary(CheckAl I c!v))

DataOutor:= ReinfH\V

42t21t2012 4CLrtoffwallHeadwall.xmcd v3 2

[.1]" Reference:C:\FDOT Structures\Programs\LRFDBoxCulvertV3.2\ReadData.xmcd(R)

Cr.r'rentDataFile = "\Data Files\Veterans 60 l8.dat"

Box Culvert Program:

Wingwall Design

PfOjeCt = "Vetelans Drive 6'-0" x 2'-8""

DesignedBy = "sRl-"

CheckedBY = "NtsL",A 2002 Florida DeparlMent of Tronspotroliotl

6. Desiqn and Check Winq lfilalås

Winowall Len fh ancl Heiohl ibeg := if(Extension = ?,2,0) iend := if(Extension = I ,1 ,3) i :- ibeg.. iend

- ^ - ^ lbl noninul beuring cttprtcilt'.i ^¡ìn

9rrrrlr - -'vww' . lhis is ctllott,ctble bearing pressure(typically.fi.ont li- Geotech Engl) nultipliecl b7,J'actor oJ'sctftt1:.

Winqwall anqles, lenqths and heiqhts tr rú (J

l. d

Rt R h

Wall Section grleta.lr is culculaled using the enbanknrcnl slope tctlue in the Box Culvert Data

]-left entl l-le/t begin 2-right encl

3-right begin

('onsidert-LSttt'chareern,r, - 0

0= t02.9

17.5 eleg Lrrrn,- rl

Ilistart

It Hend = nelvCors cle'LLSu'chargeruuu = {¡ Tltis vut'iable intlicates if lit,e Ioocl surcharge sþ,¡ulct be cotts'iderect. A vultte of I neans i! is con,siclered ancl ct 0 vrtlue

I end Elevation

L H

Left End Direction of Staticning

Right End

F¡

Skew,'

{c {a

ÐI

Left Begin Plan Right Begin

Skew' +shown ì T t

2t21t2012 SWingwall.xmcd v3 2 mectns il is not.

Enterwall sizes nole:asageneral rule,Ryristtsttall¡,3to4timesRt y'y'ole.'Rn,,tttustbelessthanl6in,LRFD5.8.3.3-3

Rw R¿, I oL'.,l l-

Rr I in tn newR u := XX'in

R¡.

I ft 1.75

1.75 ln newRl.nuru. t= D€wRrulvrv i= newR¡.ru* := newRdnu*. := newf3rvrv. i= rlttlSection 6 -ll/ittg,¡,al¡ Design, 7 pages newB := XX'deg

XX.in

XX'in

XX.in

XX.deg

XX.dee

XX'deg b

23.98

24.06 ft

Lrvrv = ft Llr¡ur¡ = -5Hend:I x 10 l:< l0 lxt0

I x l0-) -) checkPressule =

CheckPressure =

CheckReactionl =

0.04 0.06 0.07 0.05

0.04 0.06 0.07 0.05 olt ok

,rok,, ,rok,'

"ok,, "ok,' "olt" temp.stem D402 D406 veÉ.stem D401 horiz.stem D404 heel D40g ok ok

CheckReaction2 = temp.footing D41 1 toe D410 ok ok

7. Desi n and Check Win n Wal Rpinfnrninn

22t21t2012 SWingwall.xmcd v3.2

Wingwall Section

, atfuur a:ëtilent JpLtcUtE t;f,uluLt ilut ('\ceeLt I z tilciles-

Enter Winqwall reinforcinq Cover** - 3.in

Note: Bars D403 & D4A5 are t,cu'ies bars based on Bars D402 & D40'l respectively.

Left begin Left end Right begin Right end

BarSizeu.r1.r1.n, = cJvert stem - lnjl

BarSizeD4O, := XX SD4O, := XX.in

BarSizeD5 :: XX SD5 = XX'in 0l 0l

BarSizeD6O, := XX SD6O, := XX'in

BalSìzeD7 = XX SD7 := XX.in 0t 0l

BarSizeD4Oo

Left begin Left end Right begin Right end

BarSize¡n.¡r..¡.n, = e_ohonz-stent -t2 l2 newBarSizel,oriz.stem l= il newS¡or¡r.r1". := XX'in

SD404:= XX.in

SD5O*:= XX.in

SD6O.':= XX.in

SDTO*:= XX.in

BarSizeD5OO

BarSizeD6OO

BarSizeDTOO

BarSìzeD5

:= XX SD4Oz

.= ¡X SD562

:= XX.in

:= XX

BarSizeD4

BalSizeD6O, :: XX SD6Or:= XX.in

BalSizeD7,,, :: XX SDTOr:= XX.in note; tenxp. bars D-06 tt,se bct si:e and sp(tcittg of bars D-02

Left begin Left end Right begin Right end

BatSizels¡¡p."1sm =

Section 7 - llringtall Reinforcemetrl, l4 pages

Enter footinq reinforcing CurrentDataFile = "\Data Files\Veterans 60 28.dat"

Left begin Left end Right begin Ríght encl

BarSizq..¡ = t2 t2

Sheel = ln

BatSizeD4

BarSizeD5

BatSizeD6

BalSizeDT

:= XX SD4 := XX'in ^^^ ^/4.'9

:= XX SD5^^:= XX.in /wwrÀUY

:= XX SD6 ^:= XX.in/wvw\u9

:: XX SD7 := XX.in /www('l(., LeJi begin Left end Ríght begin Right end e_ ''tôe - tn t2 t2 newBarSizelo":= XX newSlo":= XX.in ty^pically, Stoe: Sverr srenr

BalSìzeD4rO '= XX SD4tO:= XX'in

BarSizeD5 l0 := XX SD5 :: XX.inl0

BarSizeD6 := XX SD6 = XX.in l0 l0

J2t21t2012 SWingwall.xmcd v3.2

BarSìzeD7 t0

:= XX SD7 l0 = XX.in

Left beg Left end Rt beg Rt end

BarSizq.-'.¡*1¡n, = Semp footing = tn t2 t2

BarSizeD4 := XX SD4 = XX.inil il

BarSizeD5 := XX SD5 := XX.in 1l ll

BarSizeD6,, := XX SD6ll := XX.in

BarSizeDT ;= XX SD7 := XX.inll lt

Begin of section I

CheckAs,nio.lenrp.vert =

CheckCrackingheel =

CheckCrackingvefl =

CheckVu.r1..1.,n =

CheckAsn-'¡n.¡."1 =

CheckCracking¿o. =

CheckAs,.,.,¡n.¡o. =

CheckCrackingho¡iz =

CheckV¡o.;r..1"n' =

CheckM¡""1 = ttoktt ilok'

CheckAsnr¡n.1emp horiz =

CheckMu.1.rL- =

CheckAsr¡n.¡o¡, = irokil ttoktt ttoktt

"okn

"okn rrokí rokÍ rokI

CheckAsn,, ¡n. ¡enlp.stern

ClreckV¡..¡ = ttoktt ttoktt

CheckV¡o. = ok ok

CheckM¡o¡".r¡", =

CheckAsr¡n.u"n = ttokt' rokil ttoktt t'oktt ttoktt ttoktt r^l-ÍUÑ ttoktt ok ok ttoktt ttoktt rok0 rokÍ

"oktt rrokI ttoktt ilokI

0.00

0.00 nok"

Íokil

0.00

0.00 rokil nok"

0.00

0.00 rokil

"ol("

0.00

0.00 ttoktt ttok"

{okrt ilokrt ttoktt ttokt' t'oktt

ÍokI ttoktt ilokil ok ok ttoktt rokl

"oku ttokt' ok ok ttoktt rok¡ ttoktt ilokrr rokil ttoktt

CheckAsn.,in tenrp heel rrokil rokí rrokÍ

"oku ttoktt ttoktt

"ok"

"okn

CheckMlo. =

0.00

0.00 rokil irokrr

0.00

0.00 ilok{

"ok"

0.00

0.00 ttokt' ttoktt

0.00

0.00 rrokÙ riokrt

CheckAs-in.¡emp.toe =

42t21t2012 SWingwall.xmcd v3.2

Ch eckAs-io,1"mp. footiûg Summary(SumCheckAll.*) = "OK"uok r uÒku

End of section I

Write Winqwall Desiqn Data to the CurrentDataFile

Assign the values read in to the ones lo be written oul, then change only the variables modified in this f;le DataOut := Dataln

R¡ DataOut-

DataOut., ln

Shoriz.stenl DataOut, tn

Sheel DataOutrU ln

Stenp.footing DataOutrO ln

WRITEPRN(CurrentDataFile) ;= DataOut

WzuTEPRN(NewDataFile) ;= DataOut

DataOut - -óö

Rw in DataOut., ln _p deg

=*o

DataOut--:=

-ó) in

Svert.stem DataOut.n := BarSize,n.rl ,¡",n DataOutr' ln

Stemp.stem

DataOutr, := BarSize¡or;r.r1".

DataOutr, := BarSizel"¡r'.¡"rn DataOutrO I t't

DataOutr, := BarSizeheel

Sto" DataOutrr:= BarSizetoe DataOutrr:= ln DataOutr, := BarSizetemp,fooring

DataOut*, := str2vec(Summary2(CheckAll*r)) DataOut*, := str2vec(Summary(TotalCheck))

DataOutrU :: ConsiderllSurcharge** DataOutn, := ReinfWl[

52t2112012 SWingwall.xmcd v3.2 l:tl, Reference:C:\FDOT…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Nov 14, 2017.