B08_Attachment_04_CACO_227735_CD_FINAL_Design_Report_Shoring_Analysis_20230602_0001.pdf

F:\P2012\0636\A27\Deliverables\Sheeting Analysis\1 - Temporary Shoring Calculation Cover Page_20221221.Docx

Project: Mill Creek Water Control Structure and Drainage Improvements – Shoring

Design

Proj. # 20120636.A27

By: RKM

Version Description Prepared By/Date Reviewer/Date

1 Initial calculations for review

RKM 12/21/2022 CC 6/2/2023

Purpose: To determine the shoring requirements for the proposed sheet pile in Wellfleet, MA.

Assumptions:

1. Soil properties and strata were provided by WSP via email dated November 15, 2022.

The assumed section locations are shown within Figure 1: Sheet Pile Section Location.

2. Catwalk loading (F1 and F2 in Figures 2-5) was provided from Fuss & O’Neill Structural

Engineer. The catwalk is 4 feet wide and steel-grated.

3. The 1% wave loading was provided by Woods Hole Group as a line load of 817.6 lb/ft,

7.2 feet from the mudline.

4. The normal water surface elevation and max surge (100-year coastal event) was provided by Woods Hole Group.

5. The depth of scour was assumed to be 2 feet.

6. For long term events (scour), due to the amount of hydraulic activity, an additional 1 foot of soil elevation was removed to account for subsidence.

7. The analyzed sheeting section location for cases 1, 2, and 3, Section 1, was approximately 8 feet east from the concrete gate structure supporting the gates.

8. The analyzed sheeting section location for case 4, Section 2, was determined by selecting an average point where the surface grade was uniform.

9. All shoring will be sized for the critical sections noted within Figure 1: Sheet Pile Section

Location.

10. The loading conditions for the four modelled cases are shown in Figure 2, Figure 3, Figure

4, and Figure 5.

11. Increase the calculated embedment by 20%.

12. Apply a 1.5 reduction factor to the passive earth pressure coefficient.

13. Design life is 50 years.

14. The unit weight of water is 64 pcf to account for salt water.

15. The pile will be oversized to account for corrosion.

16. Seismic loading was based on the Mononobe-Okabe Method.

17. All elevations are in reference to NAVD 88.

18. The maximum allowable horizontal deflection at the top of the pile is 1 inch.

19. The design cases are shown in the following table:

F:\P2012\0636\A27\Deliverables\Sheeting Analysis\1 - Temporary Shoring Calculation Cover Page_20221221.Docx

Case Assumptions/Design Loads

1: Section 1 –

Max Surge +

Wave

Max Surge –

• 100-year coastal event (Defined as when the difference between the water elevation on the passive and active side is the greatest).

• The water level on the passive side is located at an elevation of 1.15 feet, this elevation was determined by subtracting 2 feet from the

WHG modeled water surface elevation of 3.15 feet to be conservative.

• The water level on the active side is at an elevation of 7.95 ft.

Wave –

• 1% wave impact loading applied to the active side.

• Line load of 817.6 lb/ft at elevation 6.45 ft.

2: Section 1 –

Normal WSEL

+ Scour

(Critical

Case)

Normal WSEL –

• The water level on the active side is at the elevation of the spring tide with a 100-year rain fall event, elevation 4.45 ft.

• The water level on the passive side is located at the existing ground elevation minus 2 feet for scour and minus 1 foot for subsidence.

Scour –

• 2 feet of scour occurs on the passive side as well as 1 foot of subsidence.

3: Section 1 –

Normal WSEL

+ Seismic

Loading

Normal WSEL –

• The water level on the active side is at the elevation of the spring tide with a 100-year rain fall event, at elevation 4.45 ft.

• The water level on the passive side is located at the existing ground elevation.

Seismic Loading –

• For the soil, a seismic loading of

0.63 kips and depth of 1 foot below the existing ground elevation due to soil being present on both sides of the sheet pile and the soil being saturated.

• For the free-standing water present, a seismic loading of 2.6 kips acting at an elevation of 1.33 feet.

4: Section 2 –

Normal WSEL

+ Scour

Normal WSEL –

• The water level on the active side is at the elevation of the spring tide with a 100-year rain fall event, elevation 4.45 ft.

• The water level on the passive side is located at the existing ground elevation minus 2 feet for scour and minus 1 foot for subsidence.

Scour –

• 2 feet of scour occurs on the passive side as well as 1 foot of subsidence.

20. Conservatively neglect seepage effects at the tip of the sheet pile in determining the water pressure at the active side.

F:\P2012\0636\A27\Deliverables\Sheeting Analysis\1 - Temporary Shoring Calculation Cover Page_20221221.Docx

21. Steel sheet pile is to consist of NZ38 for the Section 1 and NZ28 for Section 2.

22. Additional assumptions provided herein.

Attachments:

1. Existing conditions drawing showing the approximate locations of the sheet pile and analysis sections.

2. Diagrams of each modelled sections.

3. Shoring Suite V8 output results.

4. Subsurface investigation boring logs observed by Fuss & O’Neill.

5. Soil properties table provided by WSP.

6. Water Surface Elevations provided by Woods Hole Group.

7. Catwalk loading calculations.

8. Seismic loading calculations.

9. Skyline Steel NZ hot rolled sheet pile cut sheet.

10. Section modulus requirements and corrosion calculations.

References:

1. Skyline Steel NZ hot rolled sheet pile properties.

2. Sheet Pile Design Manual by Pile Buck

3. Department of Navy Design Manual DM 7.2

4. South Carolina Department of Transportation Geotechnical Design Manual

Calculations:

1. Cantilevered sheet pile calculation

Summary:

• Case 2 is the critical case

• Provide the following for the corresponding section:

Section Section 1 Section 2

Sheet Pile NZ38 NZ28

Embedment Depth 29 ft 12 ft

Minimum Required

Embedment Depth (per attached calculation)

28.21 ft 11.35 ft

Top of Pile 10.75 ft 10.75 ft

Pile Tip -29.75 ft -6.4 ft

Maximum Deflection at the

Top of the Pile

0.67 in (<1 inch required) 0.09 in (<1 inch required)

Qualifications:

The purpose of the calculations provided herein are to verify the adequacy of the proposed steel sheet pile section under the anticipated bending stress, evaluate the potential horizontal displacement at the pile top and determine the required embedment.

Attachment 1

Approximate Locations of Analysis Sections

F i l e

P a t h

J D

W G

P

A

C i v i l P l a n

A

D

E T d w g

L a y o u t

C

X l o t t e d

W e d

M a y

M

U s e r s i r o n s

Approximate location of analysis cross-section for Section 1

Approximate location of analysis cross-section for Section 2

Figure 1: Sheet Pile Section Location

Attachment 2

Diagrams of Each Modelled Sections igure 2 catw alk loading catw alk and concrete cap loading

1% w ave loading igure 3 catw alk loading catw alk and concrete cap loading igure 4 catw alk loading catw alk and concrete cap loading seism ic force from w ater seism ic force from soil igure 5 catw alk loading catw alk and concrete cap loading

Attachment 3

Shoring Suite V8 Output Results

Mill Creek Water Control Structure and Drainage Im Case 1 Max Surge + Wave

File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 1 - Max Surge + Wave\Shoring_Case 1_MaxSurge+Wave.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input I: E (ksi)=29000.0, I (in4)/foot=697.3

F

F

F

Force Equilibrium Moment Equilibrium

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=14.74 kip

14.74 kip 0

Shear Diagram

Max. Moment=59.19 kip-ft

59.19 kip-ft 0

Moment Diagram

Top Deflection=0.51(in) Max Deflection=0.51(in)

0.510(in) 0

Deflection Diagram

SUPERSEDED

DOES N

OT G

OVERN

Case 1 Max Surge + Wave

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

F

F

F

Force Equilibrium Moment Equilibrium

Depth(ft)

0 1 ksf

Licensed to 4324324234 3424343 Date: 12/22/2022

File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 1 - Max Surge + Wave\Shoring_Case 1_MaxSurge+Wave.sh8

Wall Height=11.5 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile

PILE LENGTH: Min. Embedment=27.20 Min. Pile Length=38.70

MOMENT IN PILE: Max. Moment=59.19 per Pile Spacing=1.0 at Depth=24.86

PILE SELECTION:

Request Min. Section Modulus = 21.9 in3/ft=1174.90 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=.65

User Input I (Moment of Inertia):

Top Deflection = 0.51(in) based on E (ksi)=29000.00 and I (in4)/foot=697.3

DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):

Z1 P1 Z2 P2 Slope

* Above Base

0.000 0.000 2.800 0.000 0.000000

4.975 0.000 11.50 0.039 0.005944

* Below Base

13.20 0.000 16.50 0.130 0.039504

16.50 0.103 28.50 0.355 0.021000

28.50 0.329 103.5 1.791 0.019493

* Water Pres.

2.800 0.000 9.600 0.435 0.064000

9.600 0.435 103.5 0.435 0.000000

PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.5

* Below Base

11.50 0.000 16.50 0.894 0.178722

16.50 0.929 17.50 1.118 0.189432

17.50 1.118 20.50 1.686 0.189137

20.50 1.686 23.50 2.253 0.189035

SUPERSEDED

DOES N

23.50 2.253 28.50 3.198 0.188911

28.50 3.454 29.50 3.662 0.207748

29.50 3.662 32.50 4.283 0.206904

32.50 4.283 35.50 4.901 0.206165

35.50 4.899 38.50 5.513 0.204659

38.50 5.514 41.50 6.130 0.205323

ACTIVE SPACING:

No. Z depth Spacing

1 0.00 1.00

2 11.50 1.00

PASSIVE SPACING:

EXTERNAL FORCE ACTING ON WALL (Pusing on Wall - Positive; Against Wall - Negative)

No. Z force Force Angle Spacing

1 0.00 0.36 90.0 1.00

2 1.25 0.21 0.0 1.00

3 4.30 0.82 0.0 1.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft

Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in

SUPERSEDED

DOES N

SHORING WALL CALCULATION SUMMARY

The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com

ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA.

The calculation method is based on the following references:

1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015

2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987

3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982

4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000

6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002

5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994

7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002

8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012

9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002

UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 12/22/2022 File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 1 - Max Surge + Wave\Shoring_Case 1_MaxSurge+Wave.sh8

Title: Mill Creek Water Control Structure and Drainage Im Subtitle: Case 1 Max Surge + Wave

**********************************INPUT DATA**********************************

Wall Type: 1. Sheet Pile Wall Height: 11.50 Pile Diameter: 1.00 Pile Spacing: 1.00 Factor of Safety (F.S.): 1.50 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi-Bracing): No Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties:

Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: .65 Elastic Module, E: 29000.00 Moment of Inertia, I: 697.3 User Input Pile: W14X82

SUPERSEDED

DOES N

* DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) *

No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope

1 * Above Base 2 0.000 0.000 2.800 0.000 0.000000 3 4.975 0.000 11.50 0.039 0.005944 4 * Below Base 5 13.20 0.000 16.50 0.130 0.039504 6 16.50 0.103 28.50 0.355 0.021000 7 28.50 0.329 103.5 1.791 0.019493 8 * Water Pres.

9 2.800 0.000 9.600 0.435 0.064000

10 9.600 0.435 103.5 0.435 0.000000

* PASSIVE PRESSURE *

The pressures below will be divided by a Factor of Safety =1.5

No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope

1 * Below Base 2 11.50 0.000 16.50 0.894 0.178722 3 16.50 0.929 17.50 1.118 0.189432 4 17.50 1.118 20.50 1.686 0.189137 5 20.50 1.686 23.50 2.253 0.189035 6 23.50 2.253 28.50 3.198 0.188911 7 28.50 3.454 29.50 3.662 0.207748 8 29.50 3.662 32.50 4.283 0.206904 9 32.50 4.283 35.50 4.901 0.206165

10 35.50 4.899 38.50 5.513 0.204659 11 38.50 5.514 41.50 6.130 0.205323 12 41.50 6.130 44.50 6.745 0.205190 13 44.50 6.745 47.50 7.361 0.205110 14 47.50 7.361 50.50 7.976 0.205057 15 50.50 7.976 53.50 8.591 0.205022 16 53.50 8.591 56.50 9.206 0.204998 17 56.50 9.206 59.50 9.821 0.204980 18 59.50 9.821 62.50 10.43 0.204967 19 62.50 10.43 65.50 11.05 0.204958 20 65.50 11.05 68.50 11.66 0.204951 21 68.50 11.66 71.50 12.28 0.204946 22 71.50 12.28 74.50 12.89 0.204941 23 74.50 12.89 77.50 13.51 0.204938 24 77.50 13.51 80.50 14.12 0.204935 25 80.50 14.12 83.50 14.73 0.204933 26 83.50 14.73 86.50 15.35 0.204932 27 86.50 15.35 89.50 15.96 0.204930 28 89.50 15.96 92.50 16.58 0.204929 29 92.50 16.58 95.50 17.19 0.204928 30 95.50 17.19 98.50 17.81 0.204927

SUPERSEDED

DOES N

31 98.50 17.81 101.5 18.42 0.204927 32 101.5 18.42 103.5 18.83 0.204926

* ACTIVE SPACE *

No. Z depth Spacing

1 0.00 1.00 2 11.50 1.00

* PASSIVE SPACE *

No. Z depth Spacing

1 0.00 1.00

*For Tieback: Input1 = Diameter; Input2 = Bond Strength *For Plate: Input1 = Diameter; Input2 = Allowable Pressure *For Deadman: Input1 = Horz. Width; Input2 = Passive Pressure;

*For Sheet Pile Anchor: Input1 = Horz. Width; Input2 = Passive Slope;

* EXTERNAL FORCE ACTING ON WALL * (Pusing on Wall - Positive; Against Wall - Negative)

No. Z force Force Angle Spacing

1 0.00 0.36 90.0 1.00 2 1.25 0.21 0.0 1.00 3 4.30 0.82 0.0 1.00

********************************CALCULATION**********************************

The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile.

Top Pressures start at depth = 0.00

| D1=0.00 ==|== D2=11.50 | D3=38.70

D1 - TOP DEPTH

D2 - EXCAVATION BASE

SUPERSEDED

DOES N

D3 - PILE TIP

MOMENT equilibrium AT DEPTH=34.17 WITH EMBEDMENT OF 22.67 FORCE equilibrium AT DEPTH=38.70 WITH EMBEDMENT OF 27.20

The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2

*********************************RESULTS*****************************************

* EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth.

The embedment for moment equilibrium is 22.67 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 27.20

Embedment Information:

If 20% increased, the total design embedment is 27.20 If 30% increased, the total design embedment is 29.47 If 40% increased, the total design embedment is 31.74 If 50% increased, the total design embedment is 34.00

* MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile.

Overall Maximum Moment = 59.19 at 24.86 Maximum Shear = 14.74 Moment and Shear are per pile spacing: 1.0 foot or meter

* VERTICAL LOADING *

Vertical Loading from Braces = 0.00 Vertical Loading from External Load = -0.36 Total Vertical Loading = -0.36

* DEFLECTION *

I (in4)/foot=697.30 Top deflection = 0.510(in) Max. deflection = 0.510(in)

SUPERSEDED

DOES N

Case 2 Normal WSEL + Scour

File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 2 - Normal WSEL + Scour\Shoring_Case 2_NormalWSEL+Scour.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input I: E (ksi)=29000.0, I (in4)/foot=697.3

F

F

Force Equilibrium Moment Equilibrium

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=14.20 kip

14.20 kip 0

Shear Diagram

Max. Moment=56.42 kip-ft

56.42 kip-ft 0

Moment Diagram

Top Deflection=0.67(in) Max Deflection=0.67(in)

0.670(in) 0

Deflection Diagram

Case 2 Normal WSEL + Scour

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

F

F

Force Equilibrium Moment Equilibrium

Depth(ft)

0 1 ksf

Licensed to 4324324234 3424343 Date: 12/22/2022

File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 2 - Normal WSEL + Scour\Shoring_Case 2_NormalWSEL+Scour.sh8

Wall Height=14.5 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile

PILE LENGTH: Min. Embedment=28.21 Min. Pile Length=42.71

MOMENT IN PILE: Max. Moment=56.42 per Pile Spacing=1.0 at Depth=29.13

PILE SELECTION:

Request Min. Section Modulus = 20.8 in3/ft=1119.97 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=.65

Top Deflection = 0.67(in) based on E (ksi)=29000.00 and I (in4)/foot=697.3

* Above Base

11.50 0.000 14.50 0.065 0.021508

* Below Base

14.50 0.065 16.50 0.108 0.021508

16.50 0.103 28.50 0.355 0.021000

28.50 0.333 155.7 2.801 0.019403

* Water Pres.

6.300 0.000 14.50 0.525 0.064000

14.50 0.525 155.7 0.525 0.000000

* Below Base

16.50 0.372 17.50 0.561 0.189278

17.50 0.561 20.50 1.128 0.189032

20.50 1.128 23.50 1.695 0.189004

23.50 1.698 28.50 2.630 0.186335

28.50 2.835 29.50 3.017 0.181681

29.50 3.016 32.50 3.631 0.204952

32.50 3.631 35.50 4.249 0.205816

35.50 4.249 38.50 4.865 0.205489

38.50 4.866 41.50 5.480 0.204948

41.50 5.480 44.50 6.092 0.204183

2 14.50 1.00

1 0.00 0.36 90.0 1.00

2 1.25 0.21 0.0 1.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft

Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in

The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com

ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA.

The calculation method is based on the following references:

1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015

2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987

3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982

4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000

6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002

5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994

7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002

8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012

9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002

UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 12/22/2022 File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 2 - Normal WSEL + Scour\Shoring_Case 2_NormalWSEL+Scour.sh8

Title: Mill Creek Water Control Structure and Drainage Im Subtitle: Case 2 Normal WSEL + Scour

**********************************INPUT DATA**********************************

Wall Type: 1. Sheet Pile Wall Height: 14.50 Pile Diameter: 1.00 Pile Spacing: 1.00 Factor of Safety (F.S.): 1.50 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi-Bracing): No Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties:

Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: .65 Elastic Module, E: 29000.00 Moment of Inertia, I: 697.3 User Input Pile: W14X82

1 * Above Base 2 11.50 0.000 14.50 0.065 0.021508 3 * Below Base 4 14.50 0.065 16.50 0.108 0.021508 5 16.50 0.103 28.50 0.355 0.021000 6 28.50 0.333 155.7 2.801 0.019403 7 * Water Pres.

8 6.300 0.000 14.50 0.525 0.064000 9 14.50 0.525 155.7 0.525 0.000000

* PASSIVE PRESSURE *

The pressures below will be divided by a Factor of Safety =1.5

No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope

1 * Below Base 2 16.50 0.372 17.50 0.561 0.189278 3 17.50 0.561 20.50 1.128 0.189032 4 20.50 1.128 23.50 1.695 0.189004 5 23.50 1.698 28.50 2.630 0.186335 6 28.50 2.835 29.50 3.017 0.181681 7 29.50 3.016 32.50 3.631 0.204952 8 32.50 3.631 35.50 4.249 0.205816 9 35.50 4.249 38.50 4.865 0.205489

10 38.50 4.866 41.50 5.480 0.204948 11 41.50 5.480 44.50 6.092 0.204183 12 44.50 6.093 47.50 6.708 0.205150 13 47.50 6.708 50.50 7.324 0.205116 14 50.50 7.324 53.50 7.939 0.205095 15 53.50 7.939 56.50 8.554 0.205080 16 56.50 8.554 59.50 9.169 0.205070 17 59.50 9.169 62.50 9.785 0.205063 18 62.50 9.785 65.50 10.40 0.205058 19 65.50 10.40 68.50 11.01 0.205054 20 68.50 11.01 71.50 11.63 0.205051 21 71.50 11.63 74.50 12.24 0.205049 22 74.50 12.24 77.50 12.86 0.205047 23 77.50 12.86 80.50 13.47 0.205046 24 80.50 13.47 83.50 14.09 0.205044 25 83.50 14.09 86.50 14.70 0.205044 26 86.50 14.70 89.50 15.32 0.205043 27 89.50 15.32 92.50 15.93 0.205042 28 92.50 15.93 95.50 16.55 0.205042 29 95.50 16.55 98.50 17.16 0.205041 30 98.50 17.16 101.5 17.78 0.205041 31 101.5 17.78 104.5 18.39 0.205041

32 104.5 18.39 107.5 19.01 0.205041 33 107.5 19.01 110.5 19.62 0.205040 34 110.5 19.62 113.5 20.24 0.205040 35 113.5 20.24 116.5 20.85 0.205040 36 116.5 20.85 119.5 21.47 0.205040 37 119.5 21.47 122.5 22.08 0.205040 38 122.5 22.08 125.5 22.70 0.205040 39 125.5 22.70 128.5 23.31 0.205040 40 128.5 23.31 131.5 23.93 0.205040 41 131.5 23.93 134.5 24.54 0.205040 42 134.5 24.54 137.5 25.16 0.205040 43 137.5 25.16 140.5 25.77 0.205040 44 140.5 25.77 143.5 26.39 0.205039 45 143.5 26.39 146.5 27.00 0.205039 46 146.5 27.00 149.5 27.62 0.205039 47 149.5 27.62 152.5 28.23 0.205039 48 152.5 28.23 155.5 28.85 0.205039 49 155.5 28.85 155.7 28.89 0.205039

* ACTIVE SPACE *

No. Z depth Spacing

1 0.00 1.00 2 14.50 1.00

* PASSIVE SPACE *

No. Z depth Spacing

1 0.00 1.00

*For Tieback: Input1 = Diameter; Input2 = Bond Strength *For Plate: Input1 = Diameter; Input2 = Allowable Pressure *For Deadman: Input1 = Horz. Width; Input2 = Passive Pressure;

*For Sheet Pile Anchor: Input1 = Horz. Width; Input2 = Passive Slope;

* EXTERNAL FORCE ACTING ON WALL * (Pusing on Wall - Positive; Against Wall - Negative)

No. Z force Force Angle Spacing

1 0.00 0.36 90.0 1.00 2 1.25 0.21 0.0 1.00

********************************CALCULATION**********************************

The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile.

Top Pressures start at depth = 0.00

| D1=0.00 ==|== D2=14.50 | D3=42.71

D1 - TOP DEPTH

D2 - EXCAVATION BASE

D3 - PILE TIP

MOMENT equilibrium AT DEPTH=38.01 WITH EMBEDMENT OF 23.51 FORCE equilibrium AT DEPTH=42.71 WITH EMBEDMENT OF 28.21

The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2

*********************************RESULTS*****************************************

* EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth.

The embedment for moment equilibrium is 23.51 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 28.21

Embedment Information:

If 20% increased, the total design embedment is 28.21 If 30% increased, the total design embedment is 30.56 If 40% increased, the total design embedment is 32.91 If 50% increased, the total design embedment is 35.26

* MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile.

Overall Maximum Moment = 56.42 at 29.13 Maximum Shear = 14.20 Moment and Shear are per pile spacing: 1.0 foot or meter

* VERTICAL LOADING *

Vertical Loading from Braces = 0.00 Vertical Loading from External Load = -0.36

Total Vertical Loading = -0.36

* DEFLECTION *

I (in4)/foot=697.30 Top deflection = 0.670(in) Max. deflection = 0.670(in)

Case 3 Normal WSEL + Seismic

File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 3 - Normal WSEL + Seismic\Shoring_Case 3_NormalWSEL+Seismic.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input I: E (ksi)=29000.0, I (in4)/foot=697.3

F

F

F

F

Force Equilibrium Moment Equilibrium

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=14.55 kip

14.55 kip 0

Shear Diagram

Max. Moment=56.89 kip-ft

56.89 kip-ft 0

Moment Diagram

Top Deflection=0.39(in) Max Deflection=0.39(in)

0.392(in) 0

Deflection Diagram

SUPERSEDED

DOES N

Case 3 Normal WSEL + Seismic

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

F

F

F

F

Force Equilibrium Moment Equilibrium

Depth(ft)

0 1 ksf

Licensed to 4324324234 3424343 Date: 12/22/2022

File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 3 - Normal WSEL + Seismic\Shoring_Case 3_NormalWSEL+Seismic.sh8

Wall Height=11.5 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile

PILE LENGTH: Min. Embedment=26.41 Min. Pile Length=37.91

MOMENT IN PILE: Max. Moment=56.89 per Pile Spacing=1.0 at Depth=24.53

PILE SELECTION:

Request Min. Section Modulus = 21.0 in3/ft=1129.25 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=.65

Top Deflection = 0.39(in) based on E (ksi)=29000.00 and I (in4)/foot=697.3

* Above Base

0.000 0.000 6.300 0.000 0.000000

7.600 0.000 11.50 0.065 0.016638

* Below Base

13.20 0.000 16.50 0.130 0.039504

16.50 0.103 28.50 0.355 0.021000

28.50 0.329 103.5 1.791 0.019493

* Water Pres.

6.300 0.000 11.50 0.333 0.064000

11.50 0.333 103.5 0.333 0.000000

* Below Base

11.50 0.000 16.50 0.894 0.178722

16.50 0.929 17.50 1.118 0.189432

17.50 1.118 20.50 1.686 0.189137

20.50 1.686 23.50 2.253 0.189035

SUPERSEDED

DOES N

23.50 2.253 28.50 3.198 0.188911

28.50 3.454 29.50 3.662 0.207748

29.50 3.662 32.50 4.283 0.206904

32.50 4.283 35.50 4.901 0.206165

35.50 4.899 38.50 5.513 0.204659

2 11.50 1.00

1 0.00 0.36 90.0 1.00

2 1.25 0.21 0.0 1.00

3 9.42 2.63 0.0 1.00

4 12.50 0.63 0.0 1.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft

Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in

SUPERSEDED

DOES N

The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com

ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA.

The calculation method is based on the following references:

1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015

2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987

3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982

4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000

6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002

5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994

7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002

8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012

9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002

UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 12/22/2022 File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Case 3 - Normal WSEL + Seismic\Shoring_Case 3_NormalWSEL+Seismic.sh8

Title: Mill Creek Water Control Structure and Drainage Im Subtitle: Case 3 Normal WSEL + Seismic

**********************************INPUT DATA**********************************

Wall Type: 1. Sheet Pile Wall Height: 11.50 Pile Diameter: 1.00 Pile Spacing: 1.00 Factor of Safety (F.S.): 1.50 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi-Bracing): No Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties:

Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: .65 Elastic Module, E: 29000.00 Moment of Inertia, I: 697.3 User Input Pile: W14X82

SUPERSEDED

DOES N

1 * Above Base 2 0.000 0.000 6.300 0.000 0.000000 3 7.600 0.000 11.50 0.065 0.016638 4 * Below Base 5 13.20 0.000 16.50 0.130 0.039504 6 16.50 0.103 28.50 0.355 0.021000 7 28.50 0.329 103.5 1.791 0.019493 8 * Water Pres.

9 6.300 0.000 11.50 0.333 0.064000

10 11.50 0.333 103.5 0.333 0.000000

* PASSIVE PRESSURE *

The pressures below will be divided by a Factor of Safety =1.5

No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope

1 * Below Base 2 11.50 0.000 16.50 0.894 0.178722 3 16.50 0.929 17.50 1.118 0.189432 4 17.50 1.118 20.50 1.686 0.189137 5 20.50 1.686 23.50 2.253 0.189035 6 23.50 2.253 28.50 3.198 0.188911 7 28.50 3.454 29.50 3.662 0.207748 8 29.50 3.662 32.50 4.283 0.206904 9 32.50 4.283 35.50 4.901 0.206165

10 35.50 4.899 38.50 5.513 0.204659 11 38.50 5.514 41.50 6.130 0.205323 12 41.50 6.130 44.50 6.745 0.205190 13 44.50 6.745 47.50 7.361 0.205110 14 47.50 7.361 50.50 7.976 0.205057 15 50.50 7.976 53.50 8.591 0.205022 16 53.50 8.591 56.50 9.206 0.204998 17 56.50 9.206 59.50 9.821 0.204980 18 59.50 9.821 62.50 10.43 0.204967 19 62.50 10.43 65.50 11.05 0.204958 20 65.50 11.05 68.50 11.66 0.204951 21 68.50 11.66 71.50 12.28 0.204946 22 71.50 12.28 74.50 12.89 0.204941 23 74.50 12.89 77.50 13.51 0.204938 24 77.50 13.51 80.50 14.12 0.204935 25 80.50 14.12 83.50 14.73 0.204933 26 83.50 14.73 86.50 15.35 0.204932 27 86.50 15.35 89.50 15.96 0.204930 28 89.50 15.96 92.50 16.58 0.204929 29 92.50 16.58 95.50 17.19 0.204928 30 95.50 17.19 98.50 17.81 0.204927

SUPERSEDED

DOES N

31 98.50 17.81 101.5 18.42 0.204927 32 101.5 18.42 103.5 18.83 0.204926

* ACTIVE SPACE *

No. Z depth Spacing

1 0.00 1.00 2 11.50 1.00

* PASSIVE SPACE *

No. Z depth Spacing

1 0.00 1.00

*For Tieback: Input1 = Diameter; Input2 = Bond Strength *For Plate: Input1 = Diameter; Input2 = Allowable Pressure *For Deadman: Input1 = Horz. Width; Input2 = Passive Pressure;

*For Sheet Pile Anchor: Input1 = Horz. Width; Input2 = Passive Slope;

* EXTERNAL FORCE ACTING ON WALL * (Pusing on Wall - Positive; Against Wall - Negative)

No. Z force Force Angle Spacing

1 0.00 0.36 90.0 1.00 2 1.25 0.21 0.0 1.00 3 9.42 2.63 0.0 1.00 4 12.50 0.63 0.0 1.00

********************************CALCULATION**********************************

The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile.

Top Pressures start at depth = 0.00

| D1=0.00 ==|== D2=11.50 | D3=37.91

D1 - TOP DEPTH

SUPERSEDED

DOES N

D2 - EXCAVATION BASE

D3 - PILE TIP

MOMENT equilibrium AT DEPTH=33.51 WITH EMBEDMENT OF 22.01 FORCE equilibrium AT DEPTH=37.91 WITH EMBEDMENT OF 26.41

The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2

*********************************RESULTS*****************************************

* EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth.

The embedment for moment equilibrium is 22.01 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 26.41

Embedment Information:

If 20% increased, the total design embedment is 26.41 If 30% increased, the total design embedment is 28.61 If 40% increased, the total design embedment is 30.81 If 50% increased, the total design embedment is 33.01

* MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile.

Overall Maximum Moment = 56.89 at 24.53 Maximum Shear = 14.55 Moment and Shear are per pile spacing: 1.0 foot or meter

* VERTICAL LOADING *

Vertical Loading from Braces = 0.00 Vertical Loading from External Load = -0.36 Total Vertical Loading = -0.36

* DEFLECTION *

I (in4)/foot=697.30 Top deflection = 0.392(in) Max. deflection = 0.392(in)

SUPERSEDED

DOES N

Case 4 - Section 2

File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Flat Area.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input I: E (ksi)=29000.0, I (in4)/foot=457.4

F

F

Force Equilibrium Moment Equilibrium

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=2.25 kip

2.25 kip 0

Shear Diagram

Max. Moment=3.98 kip-ft

3.98 kip-ft 0

Moment Diagram

Top Deflection=0.09(in) Max Deflection=0.09(in)

0.094(in) 0

Deflection Diagram

Case 4 - Section 2

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

F

F

Force Equilibrium Moment Equilibrium

Depth(ft)

0 1 ksf

Licensed to 4324324234 3424343 Date: 12/22/2022

File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Flat Area.sh8

Wall Height=8.1 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile

PILE LENGTH: Min. Embedment=11.35 Min. Pile Length=19.50

MOMENT IN PILE: Max. Moment=3.98 per Pile Spacing=1.0 at Depth=13.52

PILE SELECTION:

Request Min. Section Modulus = 1.5 in3/ft=79.09 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=.65

Top Deflection = 0.09(in) based on E (ksi)=29000.00 and I (in4)/foot=457.4

* Above Base

5.600 0.000 6.300 0.027 0.038160

6.300 0.027 8.150 0.067 0.021508

* Below Base

8.150 0.067 16.500 0.246 0.021508

16.500 0.236 28.500 0.488 0.021000

* Water Pres.

6.300 0.000 8.150 0.118 0.064000

8.150 0.118 78.930 0.118 0.000000

* Below Base

8.150 0.000 16.500 1.492 0.178722

16.500 1.552 28.500 3.821 0.189103

2 8.15 1.00

1 0.00 0.36 90.0 1.00

2 1.25 0.21 0.0 1.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft

Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in

The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com

ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA.

The calculation method is based on the following references:

1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015

2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987

3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982

4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000

6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002

5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994

7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002

8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012

9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002

UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 12/22/2022 File: F:\P2012\0636\A27\Deliverables\Sheeting analysis\Shoring Suite Files\Flat Area.sh8

Title: Mill Creek Water Control Structure and Drainage Im Subtitle: Case 4 - Section 2

**********************************INPUT DATA**********************************

Wall Type: 1. Sheet Pile Wall Height: 8.15 Pile Diameter: 1.00 Pile Spacing: 1.00 Factor of Safety (F.S.): 1.50 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi-Bracing): No Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties:

Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: .65 Elastic Module, E: 29000.00 Moment of Inertia, I: 457.4 User Input Pile: W14X82

1 * Above Base 2 5.600 0.000 6.300 0.027 0.038160 3 6.300 0.027 8.150 0.067 0.021508 4 * Below Base 5 8.150 0.067 16.500 0.246 0.021508 6 16.500 0.236 28.500 0.488 0.021000 7 28.500 0.450 78.930 1.427 0.019366 8 * Water Pres.

9 6.300 0.000 8.150 0.118 0.064000

10 8.150 0.118 78.930 0.118 0.000000

* PASSIVE PRESSURE *

The pressures below will be divided by a Factor of Safety =1.5

No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope

1 * Below Base 2 8.150 0.000 16.500 1.492 0.178722 3 16.500 1.552 28.500 3.821 0.189103 4 28.500 4.137 78.930 14.487 0.205227

* ACTIVE SPACE *

No. Z depth Spacing

1 0.00 1.00 2 8.15 1.00

* PASSIVE SPACE *

No. Z depth Spacing

1 0.00 1.00

*For Tieback: Input1 = Diameter; Input2 = Bond Strength *For Plate: Input1 = Diameter; Input2 = Allowable Pressure *For Deadman: Input1 = Horz. Width; Input2 = Passive Pressure;

*For Sheet Pile Anchor: Input1 = Horz. Width; Input2 = Passive Slope;

* EXTERNAL FORCE ACTING ON WALL * (Pusing on Wall - Positive; Against Wall - Negative)

No. Z force Force Angle Spacing

1 0.00 0.36 90.0 1.00 2 1.25 0.21 0.0 1.00

********************************CALCULATION**********************************

The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile.

Top Pressures start at depth = 0.00

| D1=0.00 ==|== D2=8.15 | D3=19.50

D1 - TOP DEPTH

D2 - EXCAVATION BASE

D3 - PILE TIP

MOMENT equilibrium AT DEPTH=17.61 WITH EMBEDMENT OF 9.46 FORCE equilibrium AT DEPTH=19.50 WITH EMBEDMENT OF 11.35

The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2

*********************************RESULTS*****************************************

* EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth.

The embedment for moment equilibrium is 9.46 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 11.35

Embedment Information:

If 20% increased, the total design embedment is 11.35 If 30% increased, the total design embedment is 12.30 If 40% increased, the total design embedment is 13.25 If 50% increased, the total design embedment is 14.19

* MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile.

Overall Maximum Moment = 3.98 at 13.52

Maximum Shear = 2.25 Moment and Shear are per pile spacing: 1.0 foot or meter

* VERTICAL LOADING *

Vertical Loading from Braces = 0.00 Vertical Loading from External Load = -0.36 Total Vertical Loading = -0.36

* DEFLECTION *

I (in4)/foot=457.40 Top deflection = 0.094(in) Max. deflection = 0.094(in)

Attachment 4

Subsurface Investigation Boring Logs observed by Fuss & O’Neill

FUSS & O'NEILL, INC.

CONSULTING ENGINEERS

MANCHESTER, CT

Water Level Measurements Date Ref. Pt. Depth

Sample Depth Elevation Sample Depth Rec/ Blows/ Strata USCS Remarks

(ft) (NAVD88) No. (ft) Pen 6" Change Class.

0 1 S-1 0-2 1/24 1

4 -3 S-2 4-6 6/24 3

9 -8 S-3 9-11 5/24 1

14 -13 S-4 14-16 17/24 5

19 -18 S-5 19-21 20/24 10

24 -23 S-6 24-26 18/24 10

29 -28 S-7 29-31 22/24 9

34 -33 S-8 34-34.8 20/24 12

34.8-35.6 24

39 -38 S-9 39-41 15/24 15

44 -43 S-10 44-46 12/24 29

49 -48 S-11 49-51 12/24 21

MINOR CONSTITUENT PROPORTIONS:

Trace 0 to 10% Some 20 to 35% Auto hammer Little 10 to 20% And 35 to 50%

Dense, light grey fine SAND, some Silt.

Dense, grey fine SILT, some Clay, low plastciity

SP

SP

Medium dense, light brown fine SAND, little Silt.

Medium dense grey fine to medium, SAND, trace Silt.

Dense, grey fine to medium SAND, some Silt.

Very Stiff, dark grey CLAY, some Sand

SP

SP

SP

Clayey Silt

Sand

Clayey Sand

ML-CL

REMARKS:

Very dense light grey fine SAND, little Silt.

Very dense yellow brown fine SAND, trace Silt.

Medium dense, grey fine SAND ,little Silt.

Medium dense grey fine SAND, some Silt.

Loose grey fine to medium SAND, little Silt.

Sample Description

Date Start: 03/17/2014

Very loose dark brown organic SILT,roots present. Wet

Organic Soil

Date Finish: 03/17/2014 Time & Date of Completion: 1630- 03/17/2014

Hammer Wt.: 140 lbs Hammer Fall (in.): 30 Boring Location: Station 4+10 Ground Elevation: 0.5 (NAVD88)

F&O Rep.: Manju Sharma Drilling Method: Drive & Wash Sampling Method: Split Spoon (2" OD)

BORING LOG

Project: Mill Creek Dike Location: Wellfleet, MA

Contractor: New Hampshire Boring Operator: Walter Hoeckele Time

Project No.: 20120636.A14 Sheet 1 of 2 Boring ID: B-1

1. Groundwater encountere d at 0.2' .

2. Piezometer installed, screened between 18' and 8'.

Sand

OL

SP

CL

SP

SP

SP

Sand

Y:\P2012\0636\A14\Subsurface Investigations\Boring\Mill Creek boring logs .xls 6/4/2014

MANCHESTER, CT

Water Level Measurements Date Ref. Pt. Depth

Sample Depth Elevation Sample Depth Rec/ Blows/ Strata USCS Remarks

(ft) (NAVD88) No. (ft) Pen 6" Change Class.

54 -53 S-12 54-56 11/11 60

100/5"

59 -58 S-13 59-61 14/24 21

69 -68 S-14 69-71 15/24 26

REMARKS:

Trace 0 to 10% Some 20 to 35% Little 10 to 20% And 35 to 50%

BORING LOG

Project: Mill Creek Dike Location: Wellfleet, MA

Contractor: New Hampshire Boring Operator: Walter Hoeckele Time

Sample Description

Date Start: 03/17/2014 Date Finish: 03/17/2014 Time & Date of Completion: 1630- 03/17/2014 Ground Elevation: 0.5 (NAVD88)

F&O Rep.: Manju Sharma Drilling Method: Drive & Wash

Very dense yellow brown fine SAND, trace Silt.

Sampling Method: Split Spoon (2" OD) Hammer Wt.: 140 lbs Hammer Fall (in.): 30 Boring Location: Station 4+10

SPVery dense yellow brown fine to medium SAND, trace Silt.

MINOR CONSTITUENT PROPORTIONS:

End of boring @ 71'

Sand

Boring ID: B-1 Sheet 2 of 2 Project No.: 20120636.A14

Very dense yellow brown fine SAND, trace Silt.

SP

SP

MANCLESTER, CT

Water Level Measurements Date Ref. Pt. Depth

Sample Depth Elevation Sample Depth Rec/ Blows/ Strata USCS Remarks

(ft) (NAVD88) No. (ft) Pen 6" Change Class.

0 4.5 S-1 0-2 8/24 2 Top Soil

4 0.5 S-2 4-4.5 19/24 9

4.5-5 18

9 -4.5 S-3 9.0-9.7 13/24 8

9.7-10.1 4

14 -9.5 S-4 14.0-14.75 20/24 2

14.75-15.67 2

19 -14.5 S-5 19-19.84 0

19.84-20.67 4

24 -19.5 S-6 24-26 11/24 18

29 -24.5 S-7 29-31 13/24 17

34 -29.5 S-8 34-36 7/24 13

39 -34.5 S-9 39-39.5 23/24 8

39.5-40.5 15

MINOR CONSTITUENT PROPORTIONS:

Trace 0 to 10% Some 20 to 35% Auto hammer Little 10 to 20% And 35 to 50%

REMARKS:

1. Groundwater encountered at ~ 4 ft.

Loose dark grey fine to medium SAND,some Silt, little Clay

Medium stiff dark grey CLAY, trace Sand

Loose dark grey fine to medium SAND,some Silt, little Clay

Medium dense yellow brown fine to medium SAND,some Silt.

Loose light grey fine to coarse SAND,some Silt.

CL

SP

Medium dense light grey fine to medium SAND, some Silt.

Very stiff medium grey CLAY, some Sand.

Sand

End of boring at 41'

SM

CLSandy clay

Very dense yellow brown fine to medium SAND, some Silt. SP

Very dense yellow brown fine to medium SAND, some Silt. SM

Medium dense yellow brown fine SILT, little Clay, low plasticity. ML

Sand

Silt

SP

SP

Sample Description

5" Top Soil

SPMedium dense yellow brown fine to medium SAND, little Silt. Moist Sand

Clay

Date Start: 03/20/2014 Date Finish: 03/20/2014 Time & Date of Completion: 10:00- 03/20/2014

SC

Hammer Wt.: 140 lbs Hammer Fall (in.): 30 Boring Location: Station 1+50 Ground Elevation:

F&O Rep.: Manju Sharma Drilling Method: Drive & Wash Sampling Method: Split Spoon (2" OD)

BORING LOG Boring ID: B-2 Project: Mill Creek Dike Sheet 1 of 1 Location: Wellfleet, MA Project No.: 20120636.A14

Contractor: New Hampshire Boring Operator: Walter Hoeckele Time

MANCHESTER, CT

Water Level Measurements Date Ref. Pt. Depth

Sample Depth Elevation Sample Depth Rec/ Blows/ Strata USCS Remarks

(ft) (NAVD88) No. (ft) Pen 6" Change Class.

0 3 S-1 0-2 8/24 2 Top Soil

4 -1 S-2 4-6 19/24 9

9 -6 S-3 9.0-9.7 13/24 8

9.7-10.1 4

14 -11 S-4 14.0-14.7 20/24 2

14.75-16 2

19 -16 S-5 19-19.8 0

19.8-21 4

24 -21 S-6 24-26 11/24 18

29 -26 S-7 29-31 13/24 17

34 -31 S-8 34-36 7/24 13

39 -36 S-9 39-40.1 23/24 8

40.1-41 15

MINOR CONSTITUENT PROPORTIONS:

Trace 0 to 10% Some 20 to 35% Auto hammer Little 10 to 20% And 35 to 50%

Stiff dark grey CLAY, some Silt

Medium dense, dark grey fine to medium SAND ,little Silt, little Clay.

Medium dense, light grey fine SAND, little Silt

Stiff dark grey CLAY, some San

Medium dense,dark grey fine to medium SAND, little Silt

Sandy Clay

Sandy clay

Sand

REMARKS:

1. Groundwater encountered at 4'.

3" Top Soil

Loose light grey fine to medium SAND, little Silt. Moist

Loose dark grey fine to medium SAND, little Silt.

Stiff dark grey CLAY, some Sand

Loose dark grey fine to medium SAND, little Clay, low plasticity.

Stiff dark grey CLAY, some Silt

Sand

Very dense, dark grey medium to coarse SAND, little Silt SP

Very dense,yellow brown fine SAND, trace Silt SP

SP

Silty Clay

End of boring at 41'

Sample Description

SP

1Dense dark gey fine to medium SAND, little Silt. Wet SPSand

SP

CL

Sand SP

ML

Ground Elevation:

Date Start: 03/19/2014 Date Finish: 03/19/2014 Time & Date of Completion: 1430- 03/19/2014

Sampling Method: Split Spoon (2" OD) Hammer Wt.: 140 lbs Hammer Fall (in.): 30 Boring Location: Station 3+30

Contractor: New Hampshire Boring Operator: Walter Hoeckele Time F&O Rep.: Manju Sharma Drilling Method: Drive & Wash

ML

SP

SP

CL

BORING LOG Boring ID: B-3 Project: Mill Creek Dike Sheet 1 of 1 Location: Wellfleet, MA Project No.: 20120636.A14

MANCHESTER, CT

Water Level Measurements Date Ref. Pt. Depth

Sample Depth Elevation Sample Depth Rec/ Blows/ Strata USCS Remarks

(ft) (NAVD88) No. (ft) Pen 6" Change Class.

0 4.5 S-1 0-2 14/24 1 Topsoil

4 0.5 S-2 4-6 12/24 7

9 -4.5 S-3 9-11 24/24 2

14 -9.5 S-4 14-16 19/24 12

19 -14.5 S-5 19-21 16/24 12

24 -19.5 S-6 24-26 14/24 14

29 -24.5 S-7 29-31 16/24 19

34 -29.5 S-8 34-36 15/24 17

39 -34.5 S-9 39-41 24/24 4

44 -39.5 S-10 44-46 17/24 13

MINOR CONSTITUENT PROPORTIONS:

Trace 0 to 10% Some 20 to 35% Auto hammer Little 10 to 20% And 35 to 50%

BORING LOG Boring ID: B-4 Project: Mill Creek Dike Sheet 1 of 1 Location: Wellfleet, MA Project No.: 20120636.A14

Contractor: New Hampshire Boring Operator: Walter Hoeckele Time F&O Rep.: Manju Sharma Drilling Method: Drive & Wash Sampling Method: Split Spoon (2" OD) Hammer Wt.: 140 lbs Hammer Fall (in.): 30 Boring Location: Station 5+10 Ground Elevation:

Date Start: 03/18/2014 Date Finish: 03/18/2014 Time & Date of Completion: 1400- 03/18/2014

Sample Description

SP

Sand

Dense light grey fine SAND, some Clay, medium overall plasticity.

SP

Loose yellow brown fine SAND, little Silt.

Wet SP

Stiff medium grey CLAY, some Sand

Sand

Sandy Clay

Sandy Clay

SP

Very dense dark grey fine SAND, little Silt. SP

End of Boring at 46'

Dense light grey fine SAND, little Silt. SP

Dense light grey fine SAND, little Silt. SP

Very dense yellow brown fine SAND, little Silt. SP

REMARKS:

1. Groundwater encountered at 6.8'.

Top Soil 4 inches

Medium dense yellow brown fine to medium, SAND, trace Silt. Moist

Very dense yellow brown fine SAND, little Silt.

Stiff dark grey CLAY, some Sand, trace Silt CL

Sand

CL

Attachment 5

Soil Properties Table Provided by WSP

Soil Properties Table provided by WSP. Assuimg “Surface” to be elevation 0 NAVD88.

Attachment 6

Water Surface Elevations provided by Woods Hole Group

Worst Case Senario:

DS = 8.70 ft

Mill Creek Model Scenarios US = 1.90 ft

Max DS (ft) US (ft) Max DS (ft) US (ft) Max DS (ft) US (ft) Max DS (ft) US (ft)

Spring Tide w/ 100-yr rainfall 5.19 4.02

100-year coastal event 8.68 3.94 8.67 6.55

Max surge - 11.9ft at Welfleet Harbor 8.84 5.00 8.84 8.21

100-year coastal event w/ 10-yr rainfall 8.67 4.04 8.67 6.61

10-yr coastal event w/ 100-yr rainfall 7.83 3.90 7.82 6.07 Max DS (ft) US (ft)

Spring Tide w/ 100-yr rainfall 5.19 2.53

165 ft wide CNR Sluice Opening Height

MC WCS Closed

1' 6'

MC Sluice Opening Height

Fully open10 feet

1' 6'

Water Surface Elevations provided by Woods Hole Group

Attachment 7

Catwalk Loading Calculations

EMC 11/21/22 20120636.A22

Gate Structure Load Calculations

Calculate all loads acting on the gate panel structure due to self weight dead loads, catwalk live loadings, and hydraulic loads. These loads will be taken about the bottom center of the pile cap, and be converted into overall pile group loads (horizontal, vertical and moment) to be used for pile group calculations.

Since there is a sheet pile connection at either end of the structure which prevents deflection of the sheeting, there will be some additional loads at the structure ends. These will be considered hydraulic or "flood" loadings.

Loading Diagram

General Inputs

≔L 33 ft length of concrete structure

≔Lext 5 ft length of sheet pile loading to be transferred

≔γw 64 pcf unit weight, water

≔γc 150 pcf unit weight, concrete

1 4Catwalk Loading Calculations

Gate Structure Load Calculations

Elevation Inputs

≔ELwalk 9.5 ft walkway, top of concrete

≔ELtop 3.84 ft top gate opening

≔ELbot -3.16 ft bottom gate opening, top of concrete

≔ELcap -6.16 ft bottom of pile cap

≔ELf1 8.7 ft hydraulic level, downstream (F1)

≔ELf2 3.9 ft hydraulic level, upstream (F2)

Dead Load Calculations

≔tconc 3 ft concrete cap thickness

≔Hcap =-ELwalk ELtop 5.66 ft

≔Wcap =⋅⎛⎝ ⋅⋅tconc Hcap L⎞⎠ γc 84.051 kip ≔xcap 0 ft

≔Lmid 8 ft total thickness of concrete "legs" on sides and between frames

≔Hframe =-ELtop ELbot 7 ft

≔Wframe =⋅⎛⎝ ⋅⋅tconc Lmid Hframe ⎞⎠ γc 25.2 kip ≔xframe 0 ft

≔bfoot 8 ft width of pile cap

≔tfoot =-ELbot ELcap 3 ft

≔Wfoot =⋅⎛⎝ ⋅⋅bfoot tfoot L⎞⎠ γc 118.8 kip ≔xfoot 0 ft

≔Wwalkway 10 kip ≔xwalkway 2.5 ft

(total walkway weight, see attached calculation)

≔Wgate 10 kip ≔xgate 0 ft 3

(total gate weight, see attached calculation)

≔PD =++++Wcap Wframe Wfoot Wwalkway Wgate 248.051 kip

≔MD ++++⋅Wcap xcap ⋅Wframe xframe ⋅Wfoot xfoot ⋅Wwalkway xwalkway ⋅Wgate xgate =MD 25 ⋅kip ft

2 4

Live Load Calculations

≔Lwalkway =⋅0.24 klf L 7.92 kip

=xwalkway 2.5 ft

≔PL =Lwalkway 8 kip

≔ML =⋅Lwalkway xwalkway 20 ⋅ft kip

Hydraulic (Flood) Load Calculations

≔H1 =-ELf1 ELcap 14.86 ft Height of downstream hydrostatic loading

≔H2 =-ELf2 ELcap 10.06 ft Height of upstream hydrostatic loading

≔F1 =⋅⋅⋅0.5 γw H1 2 ⎛⎝ +L ⋅2 Lext⎞⎠ 303.848 kip ≔y1 =――

H1

4.953 ft

≔F2 =⋅⋅⋅-0.5 γw H2 2 ⎛⎝ +L ⋅2 Lext⎞⎠ -139.256 kip ≔y2 =――

H2

3.353 ft

≔FW =⋅0.82 klf ⎛⎝ +L ⋅2 Lext⎞⎠ 35.26 kip Wave loading s

≔ELW =⋅(( +-2 7.2)) ft 5.2 ft ≔yW =-ELW ELcap 11.36 ft

≔HF =++F1 F2 FW 200 kip

≔MF =++⋅F1 y1 ⋅F2 y2 ⋅FW yW 1439 ⋅ft kip

Load Summary

Vertical: Dead: =PD 248 kip

Live: =PL 8 kip

Lateral: Flood: =HF 200 kip

Moment: Dead: =MD 25 ⋅kip ft

Live: =ML 20 ⋅kip ft

Flood: =MF 1439 ⋅kip ft

3 4

Factored Load Summary I

≔γD 1.2 ≔γL 1.6 ≔γF 1.2

Vertical: ≔Pfac =+⋅PD γD ⋅PL γL 310 kip

Lateral: ≔Hfac =⋅HF γF 240 kip

Moment: ≔Mfac =++⋅MD γD ⋅ML γL ⋅MF γF 1788 ⋅ft kip

Factored Load Summary II

≔γD 1.4 ≔γL 0 ≔γF 1.4

Vertical: ≔Pfac =+⋅PD γD ⋅PL γL 347 kip

Lateral: ≔Hfac =⋅HF γF 280 kip

Moment: ≔Mfac =++⋅MD γD ⋅ML γL ⋅MF γF 2049 ⋅ft kip

4 4

Attachment 8

Seismic Loading Calculations

RKM 12/19/22 20120636.A27

Calculate the total dynamic active earth thrust, Pae, to use as a seismic force. The Mononobe-Okabe Method was used to evaluate the seismic active loadings.

Westergaard's Procedure was used to determine the hydrodynamic forces from the free-standing water that could potentially act on the sheet pile during a seismic event.

The General Input soil parameters for the Mononobe-Okabe Method were taken from the soil properties table given by WSP. Only the top layer's, Stratum 1 - Sand/ Fill, properties were used due to a height of 2 feet being assumed.

The horizontal force on the passive side was ignored for Westergaard's Procedure.

Mononobe-Okabe Earth Pressure

General Inputs

≔γ 110…