ITB 24-42TM Addendum 3 Attachment 5 Coliseum Lake Weir Structural Design.pdf

STRUCTURAL

DESIGN

for

Coliseum Lake Slide Gate Design Slide Gate Structure Slab Design Sheet Pile Wingwall Design Reference Information

Hampton, VA

August 25, 2020

Prepared for:

City of Hampton

Department of Engineering Services 22 Lincoln Street, 4th Floor Hampton, VA 23669 Contact: Brian Lewis 757 727 6284

Prepared by:

Kimley-Horn and Associates, Inc.

4525 Main Street, Suite 1000 Virginia Beach, Virginia 23462

KHA Project No. 116227196 © Kimley-Horn and Associates, Inc. August 2020

DRAFT

RC CONCRETE SLAB ON PILES DESIGN

Designed By: CAD Date: 03/15/2020 Checked By: Date:

Project: Coliseum Lake Weir Replacement

Project No.: 116227175

Application:

This calculation provides a design for reinforced concrete base slab with deep foundations that is supporting a slide gate structure (designed by others).

References:

American Concrete Institute 318-14, 2014

Abbreviation = ACI

Virginia Department of Transportation Manual of the Structure and Bridge Division Abbreviation = VDOT S&B

International Building Code, 2015 Abbreviation = IBC

American Society of Civil Engineering 7-16, 2017; including all current revisions Abbreviation = ASCE

Geotechnical Report prepared by GET (March 10, 2020) Abbreviation = Geotech______________________________________________________________________________________________

Note: Input parameters are in yellow highlight. Checks for adequacy are in blue highlight with border

UNITS: Length: Feet or Inches

Force: Pound Force or Kip

Pressure: Pound per length squared Kip per length squared

Unit Weight: Pound per unit cubed

Angles: Degrees (π/180) ft 12 in×= kip 1000 lbf×= ksf 1000 psf×= ksi 1000 psi×= kcf 1000pcf:= deg 0.02= kip 1000 lbf׺ ton 2000 lbf׺ degF 1 K×:=

I. Geometry

I.1 Concrete Base Slab

Lslab 30.5ft:= [Length of concrete base slab]

Bslab 25ft:= [Width of concrete base slab]

Tslab 3ft:= [Total thickness of concrete base slab]

I.2 Walls

Twall 18in:= [Thickness of concrete walls]

Hwall 6ft 4.25in+:= [Height of concrete walls]

Lendwall 25ft:= [Length of walls at end of base slab]

Lmidwall 11.5ft:= [Length of wall at middle of base slab]

I.3 Walkway

Wwalk 8ft:= [Width of walkway to apply pedestrian load]

II. Material Properties II.1 Concrete fc 4000psi:= [Design concrete strength; VDOT Concrete Class A4] γc 150pcf:= [Concrete unit weight]

Ec 57000 fc psi æ ç è ö ø

× psi× 3605 ksi×=:= [Concrete modulus of elasticity (NWC);

ACI 19.2.2]

covertyp 2in:= [Typical concrete cover for walls] coverftg 3in:= [Typical concrete cover for footings] coverbot 12in:= [Reinforcement concrete cover in the foundation] λ 1.0:= [Modification factor (NWC); ACI 19.2.4] fr 7.5 λ fc psi× 0.47 ksi×=:= [Modulus of rupture; ACI 19.2.3]

II.2 Soil γsoil 120pcf:= [Geotech] ϕsoil 30deg:= [Geotech] ka 0.33:= [Active earth pressure coefficient; Geotech] k0 0.5:= [At-rest earth pressure coefficient; Geotech]

II.3 Water γw 62.4pcf 0.0624 kcf×=:= [Unit weight of water]

DRAFTII.4 Reinforcing Steel fy 60ksi:= [Reinforcing steel yield strength for Grade 60 deformed bars]

Es 29000ksi:= [Modulus of elasticity of reinforcing steel] rebar

"Metric Bar Size"

"US Bar Size"

"Bar Dia. (in)"

0.375

0.500

0.625

0.750

0.875

1.000

1.128

1.270

1.410

1.692

2.256

"Bar Area (in*in)"

0.11

0.20

0.31

0.44

0.60

0.79

1.00

1.27

1.56

2.25

4.00 æç ç ç ç ç ç ç ç ç ç ç ç ç ç çè ö÷ ÷ø

:= [VDOT S&B, Vol. V - Part 2, File No. 07.01-1]

II.5 Pile Group Properties

Qn.FS 8ton:= [Max allowable vertical pile capacity (ASD) from Geotech]

Rn.h 8.9kip:= [Assumed lateral pile capacity; per Geotech recommendation]

FS 1.5:= [Assumed factor of safety]

Pileembed 12in:= [Pile embedment in footing] batter 0in:= [Pile batter per 12 inches]

Diapile 12in:= [Pile diameter or depth]

Qr FS Qn.FS× 24 kip×=:= [Resistance per pile (LRFD)]

EdgeL 2.75ft:= [Edge distance longitudinal]

Number of Piles, Row 1: N1 6:= Is Row "battered" or "straight"? N1.B "straight":=

Number of Piles, Row 2: N2 2:= Is Row "battered" or "straight"? N2.B "straight":=

Number of Piles, Row 3: N3 6:= Is Row "battered" or "straight"? N3.B "straight":=

Number of Piles, Row 4: N4 6:= Is Row "battered" or "straight"? N4.B "straight":=

Number of Piles, Row 5: N5 6:= Is Row "battered" or "straight"? N5.B "straight":=

Number of Piles, Row 6: N6 2:= Is Row "battered" or "straight"? N6.B "straight":=

Number of Piles, Row 7: N7 6:= Is Row "battered" or "straight"? N7.B "straight":=

Dist. from Ftg. toe to C.L. Pile Row 1: Bple.1 2 ft×:=

Dist. from Ftg. toe to C.L. Pile Row 2: Bple.2 5.5 ft×:=

Dist. from Ftg. toe to C.L. Pile Row 3: Bple.3 9 ft×:=

Dist. from Ftg. toe to C.L. Pile Row 4: Bple.4 12.5 ft×:=

Dist. from Ftg. toe to C.L. Pile Row 5: Bple.5 16 ft×:=

Dist. from Ftg. toe to C.L. Pile Row 6: Bple.6 19.5 ft×:=

Dist. from Ftg. toe to C.L. Pile Row 7: Bple.7 23 ft×:=

Pile Spacing, Row 1: sr1 if N1 0>( ) Lslab 2 EdgeL×-

N1 1-æ ç è ö ø

, 0, é ê ë ù ú û

:= sr1 5.00 ft=

Pile Spacing, Row 2: sr2 if N2 0>( ) Lslab 2 EdgeL×-

N2 1-æ ç è ö ø

, 0, é ê ë ù ú û

:= sr2 25.00 ft=

Pile Spacing, Row 3: sr3 if N3 0>( ) Lslab 2 EdgeL×-

N3 1-æ ç è ö ø

, 0, é ê ë ù ú û

:= sr3 5.00 ft=

Pile Spacing, Row 4: sr4 if N4 0>( ) Lslab 2 EdgeL×-

N4 1-æ ç è ö ø

, 0, é ê ë ù ú û

:= sr4 5.00 ft=

Pile Spacing, Row 5: sr5 if N5 0>( ) Lslab 2 EdgeL×-

N5 1-æ ç è ö ø

, 0, é ê ë ù ú û

:= sr5 5.00 ft=

Pile Spacing, Row 6: sr6 if N6 0>( ) Lslab 2 EdgeL×-

N6 1-æ ç è ö ø

, 0, é ê ë ù ú û

:= sr6 25.00 ft=

Pile Spacing, Row 7: sr7 if N7 0>( ) Lslab 2 EdgeL×-

N7 1-æ ç è ö ø

, 0, é ê ë ù ú û

:= sr7 5.00 ft=

III. Loads

III.1 Dead Load (DL)

Base Slab qslab Tslab γc× 0.45 ksf×=:= [Concrete base slab area load]

Wall wwall Hwall Twall× γc× 1.43 klf×=:= [Concrete wall line load]

Slide Gate Loads [Obtained from manufacturer for the entire gate structure (2 slide gates); see email included in calculation package]Pgateleaf 19600lbf:=

Pgateframe 2300lbf:=

Pactuator 1900lbf:=

Pwalkway 8ton:= [Updated to metal grate load]

Pgates Pgateleaf Pgateframe+ Pactuator+ 23.8 kip×=:=

Water

Hw 4ft:= [Assume max water height]

DLw Hw γw× 0.25 ksf×=:= [Water area load; only loaded in front of gate]

III.2 Horizontal Earth Load (EH) pearth k0 γsoil× 60 psf ft

×=:= [Assume at-rest condition]

EHslab pearth× Hwall Tslab+( )2 × 2.63 klf×=:= [Horizontal earth load at bottom of slab]

III.2 Live Load (PL)

PL 60psf:= [Walkway live load; ASCE Table 4.3-1]

IV. Design Loads

Determine critical longitudinal pile row. Consider a continuous beam along pile row.

1. Consider center pile row using tributary area Loads:

Dead Load - Concrete slab (line load), Concrete Wall (point load), Pedestrian Walkway (point load) Live Load - Pedstrian Load (point load) wtrib1 3.5ft:= wslab1 wtrib1 qslab× 1.58 klf×=:= [Acts along total row of piles]

Pwall1 wtrib1 wwall× 5 kip×=:= [Acts at center and end of slab]

Pwalkway1 Pwalkway wtrib1 Wwalk

× 1.75 kip×=:= [Assume 1/4 goes to each end wall and 1/2 goes to middle wall]

Pped1 PL wtrib1× Lslab×

1.6 kip×=:=

Loads were analyzed in Tekla Tedds analysis software. The following are shear and moment envelopes from the design loads above:

Shear Envelope:

Moment Envelope:

Vu1 15.9kip:=

Mu_neg1 28.5kip:=

Mu_pos1 15.6kip:=

2. Consider pile row nearest slide gate structures using tributary area

Loads:

Dead Load - Concrete slab (line load), Water (line load), Concrete Wall (point load), Pedestrian Walkway (point load), Gate Load (point load) Live Load - Pedstrian Load (point load)

Since row of piles next to the row nearest the gate does not go the whole way across, assume larger tributary area.

wtrib2a 3.5ft:= [Tributary area for end design sections] wtrib2b 5.25ft:= [Tributary area for middle design section] wslab2a wtrib2a qslab× 1.58 klf×=:= wslab2b wtrib2b qslab× 2.36 klf×=:= wwater2a 2.25ft DLw× 0.56 klf×=:= [Apply smaller tributary area along design section because full height of water will not occur on both sides simultaneously; mid section only]

Pwall2a wtrib2a wwall× 5 kip×=:= Pwall2b 4.25ft wwall× 6.08 kip×=:= [Middle wall does not go full width of trib2b]

Pwalkway2 Pwalkway

2.25ft Wwalk

× 1.13 kip×=:= [Walkway does not go full tributary width]

Pgate2 Pgates

5.95 kip×=:=

Pped2 PL 2.25× ft Lslab×

1.03 kip×=:= [Walkway does not go full tributary width]

Loads were analyzed in Tekla Tedds analysis software. The following are shear and moment envelopes from the design loads above:

Shear Envelope:

Moment Envelope:

Vu2 24.4kip:=

Mu_neg2 42.2kip:=

Mu_pos2 29.3kip:=

DRAFT3. Consider end pile row nearest edge of concrete base slab using tributary area Loads:

Dead Load - Concrete slab (line load), Water (line load), Concrete Wall (point load)

Since second row of piles from the edge does not go the whole way across, assume larger tributary area.

wtrib3a 3.75ft:= [Tributary area for end design sections] wtrib3b 5.5ft:= [Tributary area for middle design section] wslab3a wtrib3a qslab× 1.69 klf×=:= wslab3b wtrib3b qslab× 2.48 klf×=:= wwater3a wtrib3a DLw× 0.94 klf×=:= wwater3b wtrib3b DLw× 1.37 klf×=:=

Pwall3a wtrib3a wwall× 5.36 kip×=:=

Loads were analyzed in Tekla Tedds analysis software. The following are shear and moment envelopes from the design loads above:

Shear Envelope:

Moment Envelope:

Vu3 17.6kip:=

Mu_neg3 28.9kip:=

Mu_pos3 7.5kip:=

Check maximum pile reaction:

Vumax max Vu1 Vu2, Vu3, ( ) 24.4 kip=:= utilizationpile Vumax

Qr 1.02=:=

Pile 2% overstressed. Say OK. Pile supported concrete base slab is supported by soil, therefore considering a continuous beam is a conservative analysis.

Consider driving pile deeper for larger capacity and decrease number of piles.

Sheet No. 1 of 2

Job: Coliseum Lake Weir Replacement Subject: Sheet Pile Wall Design Job No. 116227175 Designed by: DJSB Date: 03/25/2020 Checked by: ____ Date: __________

DESIGN COMMENTS/REFERENCES

REFERENCE ABBREVIATIONS

· AMERICAN SOCIETY OF CIVIL ENGINEERING 7-16, 2017

· GEOTECHNICAL REPORT PREPARED BY GET

· INTERNATIONAL BUILDING CODE 2015

· VDOT MANUAL OF THE STRUCTURE AND BRIDGE DIVISION

· VDOT INSTRUCTIONAL AND INFORMATIONAL MEMORANDA

METHODOLOGY

· DESIGN OF SHEET PILE WING WALL FOR CONCRETE SLIDE GATE

STRUCTURE.

PILE BUCK INPUT

· JOB:

- TITLE… …Hampton, VA - Weir

- DESIGNER… …DJSB

- NOTE… …CONTROLLING DESIGN PARAMETERS

· EXCAVATION:

- DEPTH… …9.00 FT

- ACTIVE WATER DEPTH… …7.00 FT

- PASSIVE WATER DEPTH… …7.00 FT

- SURCHARGE

§ 2.00 FT * 120 PCF… …240 PSF

- WATER DENSITY… …62.43 PCF

- MINIMUM FLUID DENSITY… …62.43 PCF

- GROUND… …FLAT

- METHOD… …NOT APPLICABLE

· SOILS:

- LAYERS

§ LOOSE FINE SAND

§ D… …0.00 FT

§ γ… …115.00 PCF § γ’… …52.60 PCF

§ C… …0.0 PSF

§ Φ… …25.0 § Ka… …0.41 § Kp… …2.46

§ DENSE COARSE SAND

§ D… …3.00 FT

§ γ… …120.00 PCF § γ’… …57.60 PCF

§ C… …0.0 PSF

§ Φ… …30.0 § Ka… …0.33 § Kp… …3.00

§ SOFT CLAY

§ D… …20.00 FT

§ γ… …115.00 PCF § γ’… …52.60 PCF

§ C… …250.0 PSF

§ Φ… …0.0 § Ka… …0.84 § Kp… …1.20

- PRESSURE METHOD… …RANKINE

- COHESIVE SOILS… …MINIMUM FLUID HEAD

ASCE

GEOTECH

IBC

VDOT

IIM

SEE PROGRAM OUTPUT

ATTACHED.

LIVE LOAD SURCHARGE

CONSIDERED.

Ca, δ, Kac, Kpc, t

DEFAULT

CALCULATIONS USED

FOR ALL LAYERS

Sheet No. 2 of 2

Job: Coliseum Lake Weir Replacement Subject: Sheet Pile Wall Design Job No. 116227175 Designed by: DJSB Date: 03/25/2020 Checked by: ____ Date: __________

DESIGN COMMENTS/REFERENCES

· WALL:

- SHEET NAME… …PZ27

§ I… …187.50 IN4/FT

§ E… …3.04e+07 PSI

§ Z…. …31.00 IN3/FT

§ STRESS

§ 0.65*Fy=0.65(50KSI)… …32500 PSI

§ MAX BEND MOMENT… …83958.3 LB*FT/FT

§ MAX ALLOWED DEFLECTION… …2 IN

- PENETRATION… …DEFINED FOS

- UPSTAND… …0.00 FT

- FOS… …2.00

- R… …1.00

- PASSIVE SOIL FACTORS… …DEFAULT

- RULES OF THUMB… …NONE

· SUPPORTS… …NONE

· SETUP:

- UNITS… …IMPERIAL/US

- COMPANY… …KIMLEY-HORN

PILE BUCK RESULTS

· Mu= 26.8 KIP*FT / FT

· Δ= 1.7 IN

· Lpile= 38 FT

OK.

0.00 ft Loose Fine Sand

3.00 ft Dense Coarse Sand

20.00 ft Soft Clay

37.80 ft

9.00 ft

20.00 ft

37.80 ft

9.00 ft

20.00 ft

WL 7.00 ftWL7.00 ft

240.0 psf

Toe = 28.80 ft

Client: Hampton, VA - Weir Designer: DJSB

Page: 1 Date: 4.10.20

Sheet: PZ27 Pressure: Rankine

FOS: 2.0

Toe: Cantilever

Maximum d (ft) 17.61ftlb/ft26779.1

0.00in1.7

Hampton, VA - Weir

Kimley-Horn SPW911, v2.40 © 2001 - 2007, Pile Buck®, Inc.

Email: pilebuck@pilebuck.com Web: www.pilebuck.com

Input Data Depth Of Excavation =

Surcharge = 9.00

240.0 ft psf

Soil Profile Depth (ft) Soil Name g (pcf) g' (pcf) C (psf) Ca (psf) f (°) d (°) Ka Kac Kp Kpc

0.00 Loose Fine Sand 115.00 52.60 0.0 0.0 25.0 0.0 0.41 0.00 2.46 0.00

3.00 Dense Coarse Sand 120.00 57.60 0.0 0.0 30.0 0.0 0.33 0.00 3.00 0.00

20.00 Soft Clay 115.00 52.60 250.0 0.0 0.0 0.0 0.84 1.83 1.20 2.19

Depth Of Active Water = Depth Of Passive Water =

7.00 7.00 ft ft

Water Density = Minimum Fluid Density =

62.43 62.43 pcf pcf

Solution Sheet

Sheet Name I (in4/ft) E (psi) Z (in³/ft) f (psi) Maximum Bending

Moment (ftlb/ft) Upstand (ft) Toe (ft) Pile

Length (ft)

PZ27 187.50 3.04E+07 31.00 32500.0 83958.3 0.00 28.80 37.80

Maximum Depth Maxima

Bending Moment 26779.1 ftlb/ft 17.61 ft Deflection 1.7 in 0.00 ft Pressure 389.5 psf 9.00 ft Shear Force 2832.6 lb/ft 11.53 ft

Client: Hampton, VA - Weir Designer: DJSB

Page: 2 Date: 4.10.20

Sheet: PZ27 Pressure: Rankine

FOS: 2.0

Toe: Cantilever

Hampton, VA - Weir

Kimley-Horn SPW911, v2.40 © 2001 - 2007, Pile Buck®, Inc.

-14 -12 -10 -8 -6 -4 -2 0 2 4 Pressure (psf) x 102 d(ft)

-4 0 4 8 12 16 20 24 28 Bending Moment (ftlb/ft) x 103 d(ft)

-4 0 4 8 12 16 20 24 28 32 Shear Force (lb/ft) x 102 d(ft)

0 1 2 Deflection (in) d(ft)

Client: Hampton, VA - Weir Designer: DJSB

Page: 3 Date: 4.10.20

Sheet: PZ27 Pressure: Rankine

FOS: 2.0

Toe: Cantilever

Maximum d (ft) 9.00psf389.5

17.61ftlb/ft26779.1 11.53lb/ft2832.6

0.00in1.7

Hampton, VA - Weir

Kimley-Horn SPW911, v2.40 © 2001 - 2007, Pile Buck®, Inc.

depth (ft)

P (psf)

M (ftlb/ft)

D (in)

F (lb/ft) depth (ft)

P (psf)

M (ftlb/ft)

D (in)

F (lb/ft) depth (ft)

P (psf)

M (ftlb/ft)

D (in)

F (lb/ft)

0.00 98.4

0.33 114.7

0.67 129.6

1.00 145.9

1.34 160.8

1.67 177.1

2.01 193.5

2.34 208.3

2.68 224.6

3.01 194.0

3.35 206.5

3.68 220.2

4.01 232.7

4.35 246.4

4.68 260.1

5.02 272.6

5.35 286.3

5.69 300.0

6.02 312.5

6.36 326.2

6.69 338.7

7.02 351.9

7.36 358.5

7.69 364.5

8.03 371.1

8.36 377.1

8.70 383.7

9.03 383.2

9.37 334.8

9.70 281.5

10.04 228.2

10.37 179.8

10.70 126.5

11.04 78.0

11.37 24.7

11.71 -28.5

12.04 -77.0

12.38 -130.3

12.71 -183.6

13.05 -232.0

13.38 -285.3

13.72 -333.8

14.05 -387.0

14.38 -440.3

14.72 -488.8

15.05 -542.1

15.39 -590.5

15.72 -643.8

16.06 -697.1

16.39 -745.5

16.73 -798.8

17.06 -852.1

17.39 -900.6

17.73 -953.9

18.06 -1002.3

18.40 -1055.6

18.73 -1108.9

19.07 -1157.3

19.40 -1210.6

19.74 -1263.9

20.07 -532.5

20.41 -551.2

20.74 -564.3

21.07 -578.7

21.41 -593.0

21.74 -606.1

22.08 -620.4

22.41 -634.8

22.75 -647.8

23.08 -662.2

23.42 -675.3

23.75 -689.6

24.09 -704.0

24.42 -717.0

24.75 -731.4

25.09 -744.4

25.42 -758.8

25.76 -773.2

26.09 -786.2

26.43 -800.6

26.76 -814.9

27.10 -828.0

27.43 -842.3

27.76 -855.4

28.10 -869.8

28.43 -884.1

28.77 -897.2

29.10 -911.5

29.44 -925.9

29.77 -938.9

30.11 -953.3

30.44 -966.4

30.78 -980.7

31.11 -995.1

31.44 -1008.1

31.78 -1022.5

32.11 -1035.5

32.45 -1049.9

32.78 -1064.3

33.12 -1077.3

33.45 -1091.7

33.79 -1106.0

34.12 -1119.1

34.45 -1133.4

34.79 -1146.5

35.12 -1160.9

35.46 -1175.2

35.79 -1188.3

36.13 -1202.6

36.46 -1217.0

36.80 -1230.0

37.13 -1244.4

37.47 -1257.5

37.80 -1271.8

0.0 5.7

22.7 56.3

102.0 170.7 260.6 362.3 498.2 660.9 831.2

1042.2 1256.9 1519.7 1812.0 2104.7 2457.9 2845.4 3228.8 3686.3 4136.1 4669.7 5245.2 5805.7 6463.9 7100.9 7844.6 8634.3 9391.6

10262.6 11167.4 12013.8 12965.2 13843.4 14818.2 15796.0 16682.5 17649.2

18601.0 19447.8 20353.2 21147.3 21983.1 22773.2 23446.5 24131.5 24698.8 25255.6 25736.0 26101.1 26417.9 26639.6 26753.5 26773.7 26666.2 26400.3 25987.3 25495.9 24836.2 24064.3 23273.2 22314.3 21371.4 20266.8 19101.6 17999.4 16749.3 15470.5 14292.5 12989.6 11807.9 10520.9 9258.6 8141.2 6955.9 5926.6

4857.4 3866.3 3041.0 2227.6 1523.5 986.3 520.9 220.6 33.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 37.2 76.0

124.0 172.6 231.5 296.0 359.6 434.9 514.5 577.8 652.0 723.6 806.9 895.0 979.2

1076.3 1178.3 1275.0 1386.0 1491.1 1611.1 1734.5 1848.6 1976.2 2094.3 2226.3 2360.4 2473.0 2579.1 2666.7 2730.2 2782.5 2814.0 2831.0 2830.2 2814.4 2779.3

2725.8 2661.1 2572.3 2475.6 2351.5 2209.0 2063.5 1885.7 1708.1 1495.1 1263.6 1037.2

770.5 485.3 210.0 -16.2 -52.1 -95.4

-131.1 -164.2 -198.2 -225.7 -250.5 -275.3 -292.3 -311.2 -325.1 -336.5 -346.1 -351.8 -355.0 -355.5 -353.3 -347.8 -340.0 -329.7 -314.8 -301.0

-280.3 -259.1 -235.2 -205.2 -175.8 -143.7 -104.5 -71.7 -26.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.7 1.6 1.6 1.6 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.2 1.2 1.2 1.1 1.1 1.1 1.0 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.5 0.5 0.5

0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Client: Hampton, VA - Weir Designer: DJSB

Page: 4 Date: 4.10.20

Sheet: PZ27 Pressure: Rankine

FOS: 2.0

Toe: Cantilever

Hampton, VA - Weir

Kimley-Horn SPW911, v2.40 © 2001 - 2007, Pile Buck®, Inc.